Loading...
Plans (2) r MST2006 -00197 8934 SW ELENA LN MST2006 -00198 8930 SW ELENA LN MST2006 -00199 8926 SW ELENA LN MST2006 -00200 8922 SW ELENA LN MST2006 -00201 8918 SW ELENA LN MST2006 -00202 8900 SW ELENA LN MST2006 -00203 8896 SW ELENA LN MST2006 -00204 8892 SW ELENA LN MST2006 -00205 8888 SW ELENA LN MST2006 -00206 8884 SW ELENA LN MST2006 -00207 8880 SW ELENA LN 6650 /UISTo20 Cp /97 I „9/1/ � 1 ��.�. /4STa a - v ao7 M iT ek POWER TO PERFORM.'" MiTek Industries, Inc. • 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 608266 -Fax 916/676 -1909 608266- -Oak Street - -Bldg 1 -11 • • OCT 10 2006 !. The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC West- Sherwood, OR. Pages or sheets covered by this seal: R22939736 thru R22939942 My license renewal date for the state of Oregon is June 30, 2008. PR ores s �e 0NGINEE 'C? 15766PE ( ( 5 September 28,2006 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2. �U�i I -II I , Job Truss Truss Type Oty Ply 608266 --Oak Street - -Bldg 1 -11 608266 Al ROOF TRUSS 1 R2293973,, 2 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:31 2006 Page 1 5-10-3 35-5-0 3-4-0 5-3-12 8-412 11-4-12 16-3-9 21 -2 -7 26-1 -4 29-1-4 32 -1013 3 38-10-8 ' 1* , 4 3-4-0 1 -11 -12 2-6-9 3-0-0 4-10-13 4-10-13 41413 3-0-0 3-9-9 0-6-7 3-5-0 1y, -.le- 1:686 0-6-7 1 -11 -12 10x10 \\ 5x10 MT2OH � 6.00 i 12 244 II 4x4 = 4x8 = 4x8 = 2x4 II 458 = 4x4 = 3x4 i 3 4 3.6 5 6 7 25 8 6-11 9 10 11 �,. -. [M 3x4 �_ .. 1 1' �c `` 1/ s �I. 12 9 7-50 ��..:. TSZ� vI \►11 i.��� r.'' 1 '.si�r• i �� u� 13 A j am\ - OW 14 m ld at % lgfd 6 24 23 22 17 16 15' 4x10 4x10= 8x10MT2OH= 8x12 MT2OH 21 20 26 19 18 10x10MT2OH= 8x10MT2OH= »x» _ Bx1O MT2OH = 2x4 II 4x8= 8x10 MT2OH = 6x8 = 3.00 12 . i 3-4-0 1 5-3-12 l 8-4-12 l 11-4-12 I 16-3-9 l 21 -2 -7 I 26-1-4 l 29-1 -4 l 33-5-4 l 35-5-0 i 38-10-8 l 3-4-0 1 -11 -12 3-1-0 3-0-0 4-10-13 4-10-13 4-10-13 3-0-0 4-4-0 1 -11 -12 3-5-8 Plate Offsets (X,1'): (3:0- 3- 8,Edge), (11:0 - 4-12,0 -2 -8), (15:0-412,0 -5-4), (24:0 - 4-12,0 -5 -0) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.78 19-20 >593 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -1.59 19-20 >291 180 MT2OH .. 139/108 TCDL 7.0 Rep Stress Incr NO VVB 0.92 Horz(TL) 0.50 13 n/a n/a • BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 408 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except' TOP CHORD • Structural wood sheathing directly applied or 2 -9 -9 oc purlins. 3-6 2 X 6 DF No.2, 6 -11 2 X 6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except' 3- 222X4HFStd REACTIONS (lb/size) 1= 3056/0 -4-0, 13= 3134/0 -5 -8 • Max Horz1=- 27(load case 5) Max Uplift1=- 671(load case 5), 13=- 728(load case 5) Max Grav1= 3668(load case 2), 13= 3787(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-11389/2132, 2- 3=- 106702091, 3-4 =- 127492484, 4-5=-12749/2484, 5-6=-11926/2332, 6-7=-11926/2332, 7- 25=- 138202682, 8 -25=- 138202682, 8.9=- 138202682, 9- 10=- 140792724, 10 -11 =- 10020/1965, 11- 12=- 10952/2120, 12 -13 =- 114332108, 13-14 =0/52 BOT CHORD 1-24=-1846/10134, 23 -24=- 1788/9795, 22 -23 =- 1830/9817, 21- 22=- 2258/12153, 20-21 =- 2539/13650, 20-26=-2539/13650, 19-26=-2539/13650, 18 -19 =- 2360/12699, 17 -18 =- 2398 /12897, 16- 17=- 2595 /13983, 15 -16=- 1772/9849, 13- 15=- 1824/10170 WEBS 2 -24 =- 159/1244, 2 -23=- 56/381, 3 -23=- 147 /1242, 3 -22= =- 636/3614, 4-22= -6/126, 5 -22 =- 191/1011, 5 -21 =- 1417/370, 7 -21 =- 2073/365, 7 -20 =0252, 7 -19 =- 30279, 8 -19 =- 684252, 9 -19 =- 233/1397, 9 -18 =- 2443/551, 9-17 =- 312/1712, 10 -17 =- 217/1723, 10- 16=- 4477812, 11 -16=- 4422996, 12- 16=- 115/648, 12- 15=- 129/1094 ' 1) 2-ply truss to be connected together with 10d Common(.148'k3 ") Nails as follows: ��' " et PR . Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc, 2 X 6 - 2 rows at 0 -9-0 oc. C?� 9 2 Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. y Webs connected as follows: 2 X 3 - 1 row at 0 -9-0 oc, 2 X 4 - 1 row at 0 -9-0 oc. CC 15(• 6PE 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right III ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. I. 4) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 _ L • 0. ' A 5) Unbalanced snow loads have been considered for this design. O R 2S ` 1 J 6) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. ' 7) Provide adequate drainage to prevent water ponding. GONG C)Mm is i r truss pa ben designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ge 2 EXPIRATION DATE: 06 -30 -08 J September 28,2006 1 r WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED ETTER REFERENCE PAGE MI7.7473 BEFORE USE. lig Design void for use only with Wok connectors Tits design Is based only upon porameten shows. and is for an Individual building component. Applicablity of design paramxnntors and proper Incorporafion of component is rosponsiblity of building designer- not truss designer. Bracing shown N1iTek Is for lateral supper/ of individual web members only. Additional temporary Aadng to insure stability during construction Is Ito responsibility of the erector. Additional permanent bracing of the overall shucture fs the responsibily of the building designer. For general guidance regarding lubrication quality control. storage. delivery, erection and bracing. consult' ANSI/rPil Quality Criteria, 05849 and BCSII Butldng Component Safety Information available from Truss plate Institute, 583 D'Onohio Drive, Madison V4 53719. Citrus Suite 109 s Heights. CA 956 0 • Job Truss Truss Type Oty `Ply 608266 - -Oak Street —Bldg 1 -11 R2293973 608266 Al ROOF TRUSS 1 Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:31 2006 Page 2 t. NOTES 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing at joint(s) 1, 13 considers parallel to grain value using ANSI/7P11 angle to grain formula. Building designer should verify capacity of bearing surface. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Girder carries hip end with 6-0-0 end setback.. 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2681b down and 1431b up at 33 -4 -0, and 2681b down and 1431b up at 5 -5-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 11 = -123, 11- 14 = -64, 1- 24=- 38(F =- 18),22- 24=- 38(F = -18), 21- 22=- 38(F = -18), 18- 21=- 38(F = -18), 17- 18=- 38(F = -18), 15- 17=- 38(F = -18), 13- 15=- 38(F = -1B) Concentrated Loads (lb) Vert: 3 =- 268 11= -268 • • • • .t r A WARNING • Verlfg design parameter. and READ NOTES ON THIS AND INCLUDED AITE E REFERENCE PAGE MD -7473 REPORE USE. Design void for use only with MATek connectors. Ills design Is based only upon narameton shown. and is for an Individual building component. �Y Appicabltty of design poramenters and proper tncorpornIon of component is respenslbiity of buildng designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web .members only. Additional teml>oaary bacing to unsure slablity during construction Is the responsibility of the erector. Additional permanent bracing of the overot shucture is the nespunsiblity of the buiding designer. for general guidance regarding P fabricatian. auaiy control storage, deivery, erection and bracing, consul ANSI/TPl1 Quality Criteria, DSB -89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety trtOrnmlon available from Truss Plate Institute, 383 D'Onolao Drive, Madison. W1 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266. -Oak Street - -Bldg 1 -11 ■ I so R22939731 608266 A2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:32 2006 Page 1 8-4-12 31-5-4 3-4-0 7-3-12 D [ 712 7,1 3 I 11-4-12 I f 1 I I 30-10-13 1112 15 -0-14 18-9-0 22-5-2 26-1 -4 29-1 -4 f l 35-5-0 38-10-8 3 - . I I 3-4-0 3-11-12 0-6-7 3-0-0 38-2 3-8-2 3-8-2 3-8-2 3-0-0 1- 9-9667 3-11-12 35-0 s le = 1:68.6 0-6-9 • 8x8 \\ -4x4= 6.00 12 2x4 II 4x4 = 4x4 = 4x8 = 4x4 = 4x4 = 2x4 II 8x8 // 3 4 5 3-7 6 7 8 . 9 7 -12 10 11 12 J j 0-18 2 1 3 ' `` '' 6 21 8-2 r 20 • , 0 r � 2 -1V ,Jv�,. 1 r�U I it \��•. 14 0 es c. Y5 24 23 18 17 16 4x12 4x12 22 21 20 1 8x10MT2OH= 8 x12MT20H= 8x10 MT2OH = 6x8 = 4x4 = 4z4 = 6x8 = 4x4 = 4x4 = 6x8 = 3.00 I 12 • I 3-4-0 1 7-3-12 6-412 11-4-12 1 15-0-14 1 18-9-0 1 22 -5-2 1 26-1-4 1 29-1-4 1 31 -5-4 1 35-5-0 I 38-10-8 1 3-4-0 3 -11 -12 1 -1-0 3-0-0 3-8-2 3-8-2 3.8-2 3-8-2 3-0-0 2-4-0 3 -11 -12 3-5-8 Plate Offsets (X,Y): (16:0 -6-0,0 -5-4], [19:0- 4- 4,0 -4-4], [22:0 -4- 4,0 -4 -0], [23:0.4.4,0- 3 -121 (25:0 -4- 12,Edpe] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.57 20-21 >808 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC . 0.93 Vert(TL) - 1.12 20-21 >411 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.47 14 n/a Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 212 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-10 oc purlins. 3-7 2 X 6 DF No.2, 7 -12 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing, Except: BOT CHORD 2 X 6 DF 2400F 1.7E 'Except* 2 -2-0 oc bracing: 18-19. 22- 232X6DF No.2, 19-22 2 X 6 DF No.2, 18-19 2 X6DFNo.2 WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 1= 1615/0 -4-0, 14= 1696/0 -5 -8 Max Horz1=- 27(load case 5) . Max Upliftl=- 271(load case 5), 14=- 330(load case 5) Max Grav1= 2199(load case 2), 14 =2322(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 6766/789, 2 -3=- 5259/645, 3-4 =- 4897/627, 4-5=- 4897/627, 5-6=- 4911/650, 6- 7=- 5548/718, 7 -8 =- 5548/718, 8 -9 =- 5678 /734, 9-10 =- 5206/683, 10 -11 =- 5369/675, 11- 12=- 5369/675, 12- 13= 5283/640, 13 -14=- 6797/759, 14-15 =0/52 BOT CHORD 1 -25=- 646/6009, 24-25=-624/5776, 23- 24= -461/4714, 22 -23=- 514/5032, 21- 22=- 568/5549, 20 -21 =- 619/5752, 19- 20=- 584/5678, 18-19=-546/5321, 17-18=-457/4740, 16-17=-600/5803, 14-16=-617/6030 WEBS 2 -25=- 62/1022, 2 -24 =- 1061/165, 3-24 =- 83/923, 3-23=-54/878, 4-23=-24/228, 5 -23=- 284/29, 5 -22=- 415/68, 6 -22=- 1044/94, 6- 21= 0/400, 9 -20= 0/243, 9 -19 =- 820 /70, 10- 19=- 597/87, 10-18= 0/241, 11 -18 =- 74/67, 12- 18=- 112/1299, 12 -17 =- 61/814, 13 -17 =- 1067/145, 13 -16=- 43/996, 8- 21= -448 /71, 8- 20=- 232/50 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right � �ED PR OFe, exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5� NG] N tS' 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 c. t. % 9 02 3) Unbalanced snow loads have been considered for this design. IL y 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. cr 157 e'e PE f 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ti • 9) A plate rating reduction of 20% has been applied for the green lumber members. 10 Bearing at joint(s) 1, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 4� _ 0 = - � capacity of bearing surface. ` r 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. RF ON G `0 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. Continued on page 2 . ( EXPIRATION DATE: 06 -30 -08 ) September 28,2006 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ■11-7473 BEFORE USE. Design veld for usa only sMth MTek connectors. This design Is based only upon parameters shown. and Is for an Individual butting cornponont. Appricadfiy of design paromenters and proper incorporolon of component is .id rmxi rosponsiblity of building designer - not truss designer. Bracing shown M iTek Is tor lateral support of lvidual web nurs only. Additional temporary hating tru ang to hsum sludgy curing consc lion Is the msrxsnsibllly of the erector. Additional permanent bracing of the overall shucture is the responsidlty of the building designer. For general guidance regarding fabrication. qualty control storage, delvery, erection and bracing. coruu8 ANSI/TPll Quality Criteria, DSB -89 and BCSII Butldng Component 7777 Greenback Lane. Suite 109 Saley Informafion available from Truss Pkrle Institute, 583 D'Onohio Drive. Madison. IN 153719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 - 11 R22939737 608266 A2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:32 2006 Page 2 LOAD CASE(S) Standard • • • • • A A a WARNING • Verify design parameters and READ NOTES ON 77B6 AND INCLUDED NITER RE ERF7,CE PAGE MD -7473 BEFORE USE M Design void for use only with NINA connoc Iors. This design Is based only upon paramofon shown, and Is for an individual building component. Applicability of design paromenfors and proper incorporation of component is iesponsiblity of bulldung designer- not truss designer. Bracing shown permanent _ iTek' is for lateral support of individual web members only. Additional temporary bating to Insure stability outing constnsc Lion Is the responsibility of the elector. Additional permanent bracing of he overall structure is the sesponriblity of he building designer. For general guidance regarding fabrication. quaity control storage. deivery, erection and bracing. consult ANSI/II I1 Quality Criteria, DS11-89 and BCS11 Bulldng Component 7777 Greenback Lane. Site 109 Salety Information availahb from Truss Pale Institute, 383 b Onoflo Drive, Madison W153719. • Claus Heights. CP 95610 • Job Truss Truss Type Qty Ply 608266--Oak Street -Bldg 1-11 R22939731 608266 A3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:34 2006 Page 1 11-4-12 28-10-13 I f 5-4-15 I g 1 -7-4 15 9-2 -11 l D i I 15-0-14 I 1 3 1514 18-9-0 I I I 12q-s74 I -0 22 -5-2 26-1 -4 28-4-12 32 - 9.15 361 I 38-10-8 39-1018 a 1:69.0 1 -7-4 3- 9-11 3-9-11 0-7-8 3-8-2 3-8-2 3-8-2 3-8-2 2 -3-8 0-6-1 3-4-11 3-3-9 r 3.9 2 -9-0 15�� 1-6-9 0-6-7 6x10 = 4x4 = -, 508 = 2x4 I I ' 4x4 = 2x4 I I 4x8 = 5x8 = ' 6.00 FIT 4 5 6 7 471 8 9 10 11 3x4 G M' 2 = •L ~ 3x4 1a1 12 ' 22 612 7 - - -21 8.11 9- 9.0 r` 1 -15 littu ,. 13 6 3,5 Q d 1 ►. 1. 2 19 18 17 16 ` d d 27 26 25 24 23 9, 21 20 4x8 404 = 6x6 — 4x8 = 4x5 = 8012 MT2OH = 8010 MT2OH 6x6 —_ 5x8 = 4x8 = 6x6 = 4x12 = 3.00 12 4x4 = 8010 MT2OH = 1 1-7-4 1 5 -4-15 1 10-1-8 11-4-12 15314 1 18-9-0 1 22 -5-2 1 261-4 f 28-4-12 39.51 32 -9-15 1 36-1-8 1 38-10-8 1 1 -7-4 3-9-11 4-8-9 1-3-4 3-8-2 3-8-2 3-8-2 3-8-2 2 -3-8 1-0-8 3-4-11 3-3-9 2 - Plate Offsets (X,Y): [4:0- 5- 0,0 -1 -7], [11:0- 4- 7,0 -2 -2], [14:0 -5- 8,0.2 -0], [16:0- 6- 0,Edge], [20:0- 3-0,0- 3-12], [23:0- 3- 0,0 -3-8], [24:0- 3- 0,0 -4 -0], [27:0 -4- 120.3 -12] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.48 21 -22 >957 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.93 Vert(TL) -0.95 21 -22 >489 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.35 14 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 227 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied. 4-11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except 23 -24 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud • REACTIONS (lb/size) 1= 1767/0 -4-0, 14= 1838/0 -5-8 Max Horz1=- 27(load case 5) Max Upliftl=- 305(load case 5), 14=- 361(load case 5) Max Grav1= 1779(load case 3), 14= 2568(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4256/681, 2 -3= -4125/665, 3 -4=- 3853/607, 4-5=- 3563/580, 5 -6=- 4802/698, 6 -7 =- 4802/698, 7 -8 =- 5179/710, 8 -9 =- 5179/710, 9 -10 =- 4520/611, 10-11=-4443/602, 11-12=-4971/640, 12-13=-5719/699, 13-14=-7005/796, 14-15=0/52 BOT CHORD 1- 27=- 543/3650, 26- 27=- 549/3593, 25- 26=- 503/3690, 24- 25=- 374/3399, 23 -24 =- 437/3958, 22- 23=- 43213915, 21- 22=- 557/5155, 20- 21=- 466/4697,19 -20=- 475/4775,18 -19 =- 425 /4497,17 -18=- 520/5089,16 -17 =- 636/5979, 14 -16 =- 649/6172 WEBS 2 -27= 0/315, 2 -26=- 181/98, 3-26= 0/296, 3 -25 =- 758/145, 5 -23=- 685/92, 5 -22=- 133/1438, 6 -22=- 327/86, 8 -21 =- 315/76, 9-21=-98/781, 9-20=-916/113, 9-19=-303/70, 10-19=-93/803, 10-18=-246/28, 11-18=-122/1195, 12-18=-754/121, 12- 17=- 28/587, 13- 17=- 918/120, 13 -16=- 36/828, 7- 22=- 564/69, 7 -21 =- 141/49, 4.25 =- 91/707, 4-24 =- 149/1313, 5- 24=- 1141/127 .. P R OF FS NOTES �' �C t.). 1) 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right V\ 9 O, exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 4 1.0 y 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. CC 1 " %6PE 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. • • b �� - 7 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) A plate rating reduction of 20% has been applied for the green lumber members. ''`� J 10) Bea at joint(s) 1, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify FD Continued t on page bearing surface. EXPIRATION DATE: 06 -30 -08 September 28,2006 A A WARNING • Verify design parameters and READ NOTES ON TITS AND INCLUDED SUTER REFERENCE PAGE ifD -7473 BEFORE USE. Deslxpl void for use only with MTok connectors. This design Is based only upon paramelers shown, and is for an Individual building component. Appltcabbbty of design pammenters and eloperincorporo bon of component is responsibll Ind y of building designer - not buss designer. Bmdng shown MiTek . is for lateral support of Individual web members only. Additional temporary boxing to insure slabliy during construction Is the responsibility of the ' erector. Additional permanent bracing or the overall shucture is the resporufbe y of the building designer. For general guklance regarding fabrication. quaby contreL storage. doivery. erection and bracing. consult ANSI/TP11 xiudify CrIteria, DSB-89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safety Information avallablo from Truss Plate Institute, 383 U'Onohio Driver, AAOdison. NA 53719. Citrus Heights. CA, 95610 0 • Job Truss Truss Type Oty Ply 608266- -Oak Street —Bldg 1 -11 R22939738 608266 A3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:34 2006 Page 2 NOTES 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -64, 4- 11 = -64, 11- 15 = -64, 1- 27 = -20, 24- 27=- 20,23- 24 = -20, 22- 23 = -20, 21.22=- 60(F = -40), 20- 21 = -20, 19- 20 = -20, 16- 19 = -20, 14.16 = -20 • • • • • • A WARNING - Verify design parameters and READ NOTES ON TICS AND INCLUDED MITER REFERENCE PAGE MH -7473 8ETORE USE Design void for use only with Meek connectors This design Is based only upon parameters shown, and is for an Individual building component. � Appicablaty of design commenters and proper incorporation of component is rosponsibiity of building designer - not Inns designer. Bracing shown MiTek Is for lafarol support of individual web members only. Additional temporary b aasg to insure stability during construction Is the responsibility of the • elector. Additional permanent bracing of the overall structure is lire responnsibiiy of the building designer. For general guidance regarding fabrication, quaity control storage. deivery. erection and bracing. consult ANSUTPI1 Quality Criteria, DSB-89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety Information available tram Truss Plate Institute, 583 D'Ormtiio Drive, Madison. W1 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 \[ 608266 A4 ROOF TRUSS 1 1 R2293973�� Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:54:35 2006 Page 1 26-10-13 5-9-13 11-3-12 11 -13 18 -7 -15 71-4 -1 26-1-4 26t22-5 3232 38-10-8 I I I I I 3 1 1 e- 1:68.6 5-9-13 5-5-15 0-6-7 3-1 -10 3-8-2 3-8-2 3-9-3 0. 3 4 836.7 4-9-14 6-7-6 1 8x8 = 0-6-1 2x4 I I 4x4 = 2x4 II 4x8 =5x16 - 3 4' 5 38 6 7 8 6.00 12 I - x4 1.5x4 c 2 31-3 �•98- 11 11.5x4 = ` 0 ►t�� g i n 1 1, .. 17 12 �. - - � rrrc _ ,.., Ka d 10x12 MT2OH = 4x10 20 19 18 17 16 15 14 5x16 2x4 I I 4x4 = 4x8 = 4x8 = 6x6 = 3x4 II 3.00 I 12 5x8 = 4x4 2x4 II ' 27 -5.4 1 5-9-13 1 11-3-12 1 14-11 -13 I 18 -7 -15 1 22-4-1 1 26-1-4 264 1 32-3-2 1 38-1-8 310.8 5-9-13 5-5-15 3-8-1 3-8-2 3-8-2 3-9-3 0-3-8 4-9-14 5-10-6 0-9-0 1-0-8 Plate Offsets (X,Y): 11:0 -1- 13,0 -2 -01 [3:0 -4- 10,0 -2 -4], [8:0- 4- 12,0 -2-81 [11:0- 1 -0,0 -9-4], [11:0.2- 7,Edge], 113:0.6- 0,0 -5 -8], [15:0- 3 -0,0 -3-8] LOADING (psi) SPACING 2 - CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.56 13 -14 >822 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -1.07 13-14 >430 180 'MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.47 11 rt/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 235 lb BCDL 10.0 LUMBER • BRACING TOP CHORD 2 X 4 OF No.2 G 'Except* TOP CHORD Structural wood sheathing directly applied or 1 -11 -9 oc purlins. 3.8 2 X 6 DF No.2, 8 -12 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. ' BOT CHORD 2 X 6 DF No.2 'Except' 13 -15 2 X 6 DF 2400F 1.7E, 11 -14 2 X 4 DF 2400F 1.7E 11 -13 2 X 6 OF 2400F 1.7E WEBS 2 X 3 SPF Stud *Except* 8-13 2 X4 DF No.2 -G REACTIONS (lb/size) 1= 1768/0 -4-0, 11= 1837/0 -5-8 Max Harz 1=- 29(load case 5) Max Uplift1=- 309(load case 5), 11=- 366(load case 5) Max Grav1= 2335(load case 2), 11= 2439(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2 =- 4551/607, 2 -3=- 3917/573, 3-4 =- 3942/610, 45=- 3942/610, 5-6= -4019/623, 6 -7 =- 4019/623, 7 -8=- 3587/563, 8 -9 =- 7614/1008, 9 -10 7604/939, 10-11=-7869/993, 11 -12 =0/52 • BOT CHORD 1- 20=- 451/3932, 19- 20=- 451/3932, 18-19=-335/3435, 17 -18=- 430/4052, 16- 17=- 430/4052, 15- 16=- 352/3605, 1415= 364/3726, 13 -14 =- 354/3663, 11 -13=- 830/7057 WEBS 2 -2 0/237, 2 -1 557/131, 3 -19 =- 18/302, 3 -18 =- 104/1328, 4 -18 =- 313/53, 5 -18=- 512/71, 5 -16=- 300/47, 6 -16=- 34482, 7 -16=- 96/1107, 7 -15 =- 962/111, 9 -13=- 264/114, 8 -14 =- 29/753, 7 -14= -432/20, 8 -13= -491/4186, 10-13=-90/151 NOTES 1 ) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right �� 0 G P R OfF exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. CO \� t• dr E 9 2 2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 1 11 3) Unbalanced snow loads have been considered for this design. 15 r • 6 P E I- 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Mil All plates are MT20 plates unless otherwise indicated. . 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. •_� .� 1p)0' 9) A plate rating reduction of 20% has been applied for the green lumber members. v . q RY 2 10) of bearing surface. 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity "96- � J 111 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 A WARNDVG. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. tiff Design void for use only wllh MTek connectors. /iris design Is based only upon POI amttters shown, and is for an Individual building component. Appflcablity of design poomenters and propertncorporoion of component Is responslblly of building designer - not truss designer. Bracing shown MiTek. Is for lateral support of individual web members only. Additional temporary bating to Insure slablfy during construction Is the responsibility of the elector. Additional permanent bracing of the overall shucture is the responsibilty of Ilse buiking designer. For general guidance regarding tatxkalion, cruelty control storage, delvery, erection and bracing, consul ANSI/TPII Quality Criteria, DSB and BCSI1 Bulldng Component 7777 Greenback Lane. SLile 109 Safely information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA 95610 r Job Truss Truss Type City Ply 608266 - -Oak Street - -Bldg 1 -11 R22939731 608266 A4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 Mirek Industries, Inc. Thu Sep 28 10:54:35 2006 Page 2 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 • Uniform Loads (plf) Vert: 1-3=-64, 3-8=-64, 8-11=-64, 11-12=-64, 1-18=-20, 16-18=-60(F=-40), 15- 16 = -20, 14- 15=- 20,13 =14=- 20,11- 13 = -20 • • • • • • a. • A WARNING • Verify design parameter. and READ NOTES ON TIM AND INCLUDED MITER REFERENCE PAGE MD•7473 BEFORE USE. NEU • Design void for use only with Wok connectors. ibis design Is based only upon Darameten shown. and Is for an Individual building component. Applicability of design panamontors and proper Incorporation of component is responsibllty of building designer- not truss designer. Bracing shown M i k is for lateral support of individual web numbers only. Additional temporary tracing to Insure stability causing construction Is The responsibility of the erector. Additional permanent bracing of the overall structure is the responsibtlty of the building designer. For general guidance regarding fabrication. cruelty control storage. delvery, erection and bracing. consult ANSI/RI1 Quality Criteria, DSB -89 and BCSII Bulidng Component 7777 Greenback Lane. Suite 109 . Safety Wormalton available from Truss Plate Institute, 383 D'Ono are Drive Madison. yrl 53719. Citrus HeigMS, CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 \ I • R22939741 608266 AS ROOF TRUSS • 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:37 2006 Page 1 I 6-9-13 I 13-5-12 13 19-4-8 I 24 -10-13 253-4 31-11-3 I 38-10-8 319-10 13 6913 6-7-15 0-4-7 5-6-5 5-6-5 0-4-7 6-7-15 6-11-5 1 -0-0 - Scale = 1:67.3 5x12 = g _ 5x12 = - • 3 4 5 6.00171-2- & r` 3x4 3x4 9 2 13 3 4-1 : 10 J .0 5 0 d 2 -' 4 -13 6-10 H to 1 7 j• 1 12 4 d :_: 4x8 i 14 13 12 11 10 9 4x 2x4 I I 4x8 = 5x8 = 5x8 = 4x8 = 2x4 I I I 6-9-13 5 13 I I I I I 13-5-12 19-4 -8 25-3-4 31 - 11-3 38-10-8 l 6-9-13 6-7 -15 5-10-12 5-10-12 6-7 -15 6-11 -5 Plate Offsets (X,Y): [1:0 - 13,0 - - 0], [3:0 -6- 10,0 -1-4], [5:0-6-10,0-1-4],F:0-4-0,0-1-15] LOADING (psf) SPACING 2-0-0 CSI DEFL in (leer) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.44 10-13 >999 240 MT20 185/144 • (Roof Snow =25.0) Lumber Increase 1.15 BC 0.59 . • Vert(TL) -1.03 10-13 >447 180 TCDL 7.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.15 7 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 195 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 2 -7 -11 oc purlins. 3-5 2 X 4 OF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 4-13, 4-10 WEBS 2 X 3 SPF Stud *Except* 2-13 2 X 4 HF Std, 4-13 2 X 4 HF Std, 4-10 2 X4HFStd 6- 102X4HFStd REACTIONS (lb/size) 1= 1851/0 -4-0, 7= 1931/0 -5-8 Max Horz1=- 30(load case 5) Max Upliftl=- 330(load case 5), 7=- 389(load case 5) Max Grav1= 2390(load case 2), 7= 2513(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4585/649, 2.3=- 3899/594, 3-4 =- 3375577, 4-5=- 3378/576, 5 -8=- 3903/593, 6 -7 =- 4589/641, 7- 8=0/57 BOT CHORD 1- 14=- 479/3951, 13 -14=- 479/3951, 12- 13=- 371/3446, 11 -12=- 371/3446, 10- 11=- 371/3446, 9-10 =- 472/3961, 7- 9= -472/3961 WEBS 2 -14 =- 6/177, 2 -13=- 630/177, 3-13 =- 90/1104, 4 -13 =- 664/76, 4 -1 657/77, 5-10 =- 89/1107, 6 -10=- 638/169, 6-9= -7/177 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. E9 PR OP 3) Unbalanced snow loads have been considered for this design. f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. � '�' N N SS 5) Provide adequate drainage to prevent water pending. c,. / 9 0 2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4, ! / 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Ct 157 • PE r 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Alp LOAD CASE(S) Standard 1114 I �� ;p 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 -- '' ‘X . RY 2b ` F DONG .4J Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 r i AI WARNDND • Verify design parameter. and READ NOTES ON THIS AND DNCLUDED MITES REFERENCE PAGE ND -7473 BEFORE USE • Design void for use only with MTOk connectors. This design is based only upon parameters shovat and is for an individual building component. Applicability of design paramenters and proper incorporaion of component is responsiblity of building designer- not truss designer. Bracing shown MiTek . Is for lateral support of individual web members only. Additional tempo, ay bating to Insure stability during construe lion Is the responsibility of the erector. Additional permanent bracing of the overall shuciure is the respomlbiiy of the building designer. for general guidance regarding �c.cw.a ..e.a....• tabricalion, quality control storage, deivery, erection and bracing, consul ANSI/rPll Quality Criteria, DSB-89 and BCSI1 Buliding Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Pkrfe Institute, 383 D'Onohio Orive, Madison, WI 53719. Citrus Heights. CA. 95610 r� • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R2293974C1 608266 A5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:37 2006 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1- 3 = -64, 3 -5 = -64, 5- 8 = -64, 1- 13 = -20, 10- 13=- 60(F = -40), 7- 10 = -20 • • • A WARNIM • Verify design parameters and READ NOTES ON THIS AND INCLUDED =MK REXERBNCE PAGE MII E -7473 BEFORE US M Design veld for use only with MATok connectors. This design Is based only upon parameter shown. and Is for an individual bulling component. Applicability of design paramcniters and proper Incorporohon of component Is rosponsibilly of buildng designer- not truss designer. Bracing shown M iTe k Is for lateral support of Individual web nvmbors only. temporary b Additional temporary to insure stability during cortstruction Is the responsibility of the erector. Additional permanent bracing of the overall shuclure Is the responslbliy of the bulking designer. For general guidance regarding - labsicaliorL quality conlrol storage, delvery, erection and bracing, consul ANSI/TB!' Qudlfy Criteria, 056.89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safely information available from Truss Plate Institute. 583 O'Onofno Drive. Madison, W 53719. Citrus Heights, CA 95610 • • Job Truss Truss Type Oty Ply 608266. -Oak Street - -Bldg 1 -11 I R2293974 608266 A6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries. Inc. Thu Sep 28 10:54:38 2006 Page 1 I 6 I 13.5 13113 19 I 24 - 10 - 13 25-3 - 4 31 I 38 3p-1013 6 6 0 5-6-5 5-6-5 0-4-7 6 - 15 6-11 -5 1 -0-0 - Scale = 1:67.5 5x8 i 4 3 - 7 5x8 - 366 3 5 * �6 6.00 12 1 3x4 4 3x4 1-0 7 n 2 -1% sr 2 -'6 &'1 N 1 „ 114 .. IeI 1311 is I El 013 9 d l-.:: � i10.7 d 4x10 16 15 14 13 12 11 4x10 2x4 I I 4x8 = 5x8 = 5x8 = 4x8 = 2x4 I I I .6 -9-13 I 13-5-12 I 19-4 -8 I 25-3-4 l 31 -11 -3 I 38-10-8 I 6-9-13 6-7-15 5- 10-12 5-10-12 6-7 -15 6-11 -5 Plate Offsets (X,Y): (1:0 -1- 13,0 -2- 0],[9:0 -3- 10,0 -2 -0] LOADING (pat) SPACING 2 - CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.46 12 -15 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -1.06 12 -15 >435 180 TCDL 7.0 Rep Stress lncr NO WB 0.70 Horz(TL) 0.16 9 rda n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 197 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 OF 1800F 1.6E 'Except' OP CHORD Structural wood sheathing directly applied or 2 -5-12 oc purlins. 3-6 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E • WEBS 1 Row at midpt 5 -15, 5-12 WEBS 2 X 3 SPF Stud 'Except* 2 -152 X 4 HF Std, 5-15 2 X 4 HF Std, 5-12 2 X4HFStd 8- 122X4HFStd REACTIONS (lb/size) 1=1926/0-4-0, 9= 2006/0 -5-8 Max Horz1=- 30(load case 5) Max Uplift1=- 321(load case 5), 9=- 379(load case 5) Max Grav1= 2504(load case 2), 9= 2626(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4829/628, 2 -3=- 4156/572, 3 -4= -61/0, 3 -5 =- 3609/557, 5-6=- 3612/556, 6 -7= -61/0, 6 -8 =- 4159571, 8-9=-4835/620, 9 -1(M/57 BOT CHORD 1- 16=- 461/4168, 15- 16=- 461/4168, 14- 15=- 350/3688, 13 -14=- 350/3688, 12- 13=- 350/3688, 11 -12=- 454/4179, 9 -11= -454/4179 . WEBS 2 -16= -7/177, 2 -15 =- 611/178, 3-15=-89/1106, 5 -15=- 678/75, 5-12=-671/76, 6 -12=- 89/1109, 8-12 =- 620/171, 8 -11= -8/177 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right 2) TCLL: AASCE7-98; f= =25.0 psf (flat roof now); Exp B; Fully ExP plate grip DOL =1.33. ��� ((�,N� NR �F ss/ • 3) Unbalanced snow loads have been considered for this design. �\ CG ( 9 02 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4 ., 1 5) Provide adequate drainage to prevent water ponding. 15i. 6PE r 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. - 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/fPl 1. By 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). OR �I LOAD CASE(S) Standard 11 { eDONG � Continued on page 2 EXPIRATION DATE: 06-30-081 September 28,2006 • • AI WARNING • Verify design parameters and READ NOTES ON VMS AND DVCLUDED PATTER REl ERENCE PAGE MD -7473 BEFORE USE M Design mid for use only with MTek connectors flits design Is based only upon paramelen shows. and Is for an Individual building component. Apphcabihly of design paramenters and properincorporaion of component Is responsiblity of building closiryser not truss designer. Bracing shown fVliTek Is rot lateral support of individual web members only. Additional temporary bracing to insure stabitty during constnrc Lion Is the respors ibllity of tho erector. Additional permanent bracing of the overall shuCture is the tesponsibiityol Ste building designer. For general guidance regarding lubrication. dually control storage, deivery, erections and bracing, consult ANSI/Mil Quality Criteria, 056.89 and BCSII Bullrling Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrte Institute, 583 D'Onotio Drive, Madison, WI 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Qty Ply 608266 - -Oak Street- -Bldg 1 -11 R22939741 608266 A6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:38 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 4 = -64, 3 -6 = -64, 6- 7 = -64, 6-10=-64, 1- 15 = -20, 12- 15=- 60(F =-40), 9- 12 = -20 • • • • • • • r w Ak WARNING • Versify design parameter. and READ NOTES ON THIS AND INCLUDED errrzFr REFERENCE PAGE N11-7473 BEFORE USE Design veld for use only with MTok connectors. this design Is based only upon porarosten shown, and is for an individual building component. Applicability of design ecumenists and proper Incorporation of component is responribllty of building designer- not truss designer. Bracing shown M iTek Is for lateral support of individual web nmmMSrs only. Addlllorsal temporary b0can0 to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of Itre overall structure is Ilse responsibilly of Cie building designer. For general guidance regarding •. fabrication. quality control storage, deivery. erection and bracing. consult ANSI/R11 Quality Criteria, 058-89 and 8CS11 Bullring Component 7777 Greenback Lane. Suite 109 Safety Cdormdfon available from Truss Plate institute, 383 D'Onokro Drive, tMdisun. WI 53719. Gas Heights. CA 93610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 L R22939741 608266 AGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:39 2006 Page 1 1 -1 •00 1 7-6-0 I 15-0-0 I 1-0-0 . 7-6-0 7-6-0 Scale = 1:28.7 4x4 = 5 6.00 12 1.5x4 II til l 6 1.5x4 II 4 1.5x4 II I 1 5. 1 3 5x4 II 85 IA 8 r � 2 11 11 . 11 I I r d ri l l r r r r r r ` l 3 d 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x4 15-0-0 1 I 15-0-0 LOADING (psf) SPACING 2 - CSI DEFL ' in (lac) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 1 n/r 120 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.12 Vert(TL) -0.00 1 Nr 90 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 59 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 8= 129/15 -0-0, 2= 205/15 -0-0, 11= 174/15 -0-0, 12= 122/15 -0-0, 13= 281/15 -0-0, 10= 114/15 -0-0, 9= 300/15 -0-0 Max Horz2= 25(load case 5) Max Uplift6=- 17(Ioad case 5), 2=- 74(load case 5), 12=- 40(load case 5), 13=- 78(load case 5), 10 =- 33(load case 5), 9=- 95(load case 5) Max Grav8=176(load case 3), 2=291(load case 2), 11= 174(load case 1), 12= 184(load case 2), 13= 388(load case 2), 10= 171(load case 3), 9 =417(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/48, 2- 3=- 93/62, 3.4=- 74/53, 4-5 =- 60/86, 5-6=- 60/86, 6-7 =- 77/54, 7-8= -89/66 BOT CHORD 2- 13=0/41, 12- 13=0/41, 11- 12=0/41, 10-11 =0/41, 9 -1 = 0/41, 8 -9 =0/41 WEBS 5 -11 =- 124/0, 4- 12=- 164/57, 3 -13=- 302/106, 6-10 =- 158/54, 7--315/114 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" . 3) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,) PR OFe 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. , s 8) Gable requires continuous bottom chord bearing. mac. �NG)N $. S /0 . 9) Ga studs spaced at 2 -0-0 oc. � C? Qi 10) A plate rating reduction of 20% has been applied for the green lumber members. - 15 • 6P E 9 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard `c7 oR`nit T e• .: / F DONG � J EXPIRATION DATE: 06 -30 -081 September 28,2006 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED EUTEE REFERENCE PAGE MII 7473 BEFORE USE Design veld for use only with MTek connectors. Ills design Is based only upon parameters shown, and Is for an Individual building component. Appfcabll o ty of design paiam nters and proper Incorporalon of component Is responslbllty of building designer not truss designer. Bracing shown • iTe k • Is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnsc Han Is the responsibility of the erector. Additional permanent bracing of the overall structure is the sesponvblify of the building designer. for general guidance regarding ra fabrication. qualty control storage, deivery, erection and bracing. consul ANSI/TP11 Oudlty Criteria 018.89 and BCSIl Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss f'kile Institute, 583 D'Onotno Drive. Madison. W153719. Citrus Heights, CA, 95610 • I .1 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1-11 608266 81 CAL HIP 1 822939745 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:54:42 2006 Page 1 1141 7 I 14-8-9 15-1-0 19-6-0 I 23 -11 -0 24-3-7 31-6-0 39-0-0 10-0-4 1-0-0 7-6-0 7 -2 -9 0-4-7 4-5-0 4-5-0 0-4-7 7 -2 -9 7 -6-0 1 -0-0 Scale = 1:68.9 5x10 = 1 . 4 5 II 5x10 = 4 5' 6 . • 6.00 1 5x10 3x4 ' ' 5 • • 13 5. 3 6-1 . a v .1 fi79 C c - /�3 6 315 r:. / • _ 7 0 2 2 _ ''. -' 74 = X1 A B 9 _ a ra \ ) d 4x8 i ' 17 16 15 14 13 12 11 10 4x8 = 4x4 i 2x4 II 4x4 = 4x8 = 454 = 4x8 = 2x4 II 4x8 = I 2-0-0 I 7 -6-0 14-8 -9 I 19-6-0 I 24-3 -7 I 31-6-0 I 39.0.0 2-0-0 5-6-0 7 -2 -9 4-9-7 4-9-7 7 -2 -9 7-6-0 Plate Offsets (X,Y): [2:0 -3- 10,0 -2 -0), [4:0- 5- 0,0 -1-4), [6:0- 5 -0,0 -1-41 [8:0- 4.0,0 -1 -15) LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP (Roof Snow =25.0) Rates Increase 1.15 TC 0.79 Vert(LL) -0.16 12 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.35 10-12 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.68 Horz(TL) 0.11 8 Na Na BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 212 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except* TOP CHORD Structural wood sheathing directly applied or 3-2 -11 oc purlins. 4-6 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: BOT CHORD 2 X 6 DF No.2 6 -0-0 oc bracing: 2 -17. WEBS 2 X 3 SPF Stud 'Except' WEBS 1 Row at midpt 6 -13, 7 -12, 3 -17 3-15 2 X 4 HF Std, 4-13 2 X 4 HF Std, 6-13 2 X 4 HF Std 7-12 2 X 4 HF Std, 3- 172X4HFStd REACTIONS (lb/size) 8=1618/0-5-8, 17= 1781/0 -5-8 Max Uplift8=- 330(load case 5), 17=- 410(load case 5) Max Grav8= 2092(Ioad case 3), 17= 2257(load case 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/55, 2 -3 =- 271/164, 3-4 =- 2494/425, 4 -5 =- 2261/446, 5-6=- 2261/446, 6- 7=- 2724/449, 7-8 =- 3694/510, 8- 9=0/57 BOT CHORD 2- 17=- 129/217, 16-17=-231/2369, 15 -16 =- 2312369, 14- 15=- 154/2102, 13-14=-154/2102, 12- 13=- 175/2305, 11 -12 =- 351/3155, 10- 11=- 351/3155,8 -10 =- 351/3155 WEBS 3-16=-21/208, 3 -15=- 295/186, 4 -15= 0/323, 4 -13 =- 31/649, 5-13 =- 414/63, 6 -13= -81/463, 6 -12=- 28/561, 7 -12 =- 947/197, 7 -10 0/321, 3 -17 =- 2825/494 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. ��5q PR OFee, 3) Unbalanced snow loads have been considered for this design. ' ` .o 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. ( \� ( [ N ' F q /0 2 5) Provide adequate drainage to prevent water ponding. kr 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC 1 % 6P E 9 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. Ai 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` LOAD CASE(S) Standard R `3 RA. EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ A WARNING • Verify design parameters and READ NOTES ON TIDE AND INCLUDED MITES REPERM E PAGE MD -7473 BETORE USE WI Design veld for use only Wlh MTek connectors. This design Is based only upon pararreten shown, and Is for an trtdividuol building component. App&bbihly of design peremonters and proper incorporation of component Is responsibilty of building designer - not truss designer. Bracing shown M iTe k' Is Ior blend supped of individual web members only. Additional temporary being Acidity to insure lty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of he bulkIs ng designer. For general guidance regarding ,e.c..an...- fabrication, cruelty control storage, deivery, erection arid bracing consult ANSI/RII Quality Criteria, DSB-89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 13719. Citrus Heights. CA, 95510 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 I. R22939741 608266 B2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:44 2006 Page 1 1 1 -01 2 -5-8 I 7 -2 -12 I 12-0-0 1 17 -1-0 I 21 -11-0 27-5-12 I 33-0-2 I 330-0 40-011 1 -0-0 2 -5-8 4 4-9-4 5-1-0 4-10-0 5-6-12 5-6-6 5-11-14 1-0-0 - Scale = 1:70.5 5x8 5x8 6.00 12 7 -8 8 7 - • 57 r 8-10 i 3x4 4x10 3x6 6 9 3x6 5 . ...... „,.....9 =\ 10 3x4 717 8-1 16 �•� a ^' _ in d 4 1.5x4 II 7 d ) 6' 8 . 17 9 • ' 5 11 4x10 4 1-5 8 144 3 N� aim .sr_ ,. � o r .s 1 � � . '� N u G 14 x. 73 Iv rid, 4x5 = •�• 6 = 10x10 MT2OH = d 20 18 17 16 15 4x10 = 6x6 = 6x6 = 4x8 = 4x4 = 6x6 = 3.0017F . I 2 -0- 02 7 -2 -12 I 12-0-0 I 17 -1-0 I 21 -11-0 I 27-5-12 I 33-0-2 I 39-0-0 I 2-0-0 05 -8 4-9-4 4-9-4 5-1-0 4-10-0 5-6-12 5-6-6 5-11 -14 Plate Offsets (X,Y): [9:0.3- 14,0 -2 -0], [12:0- 1- 1,0-0-5], [15:0- 3 -0,0 -3 -8], [18:0- 3- 0,0 -3-8], [19:0 -2- 12,0 -4-4], [20:0- 3- 0,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (doer) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.44 14-15 >987 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.97 . Vert(TL) -0.90 14-15 >486 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.40 12 n/a n/a BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) Weight: 227 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 2 -0-12 oc purlins. 10 -13 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except* WEBS 1 Row at midpt 4-18, 9-16, 8 -17 12 -14 2 X 6 DF 2400F 1.7E WEBS 2 X 4 HF Std *Except* 3-19 2 X 4 DF No.2-G, 4-19 2 X3 SPF Stud, 4-18 2 X 3 SPF Stud 6-18 2 X 3 SPF Stud, 9.152X3 SPF Stud, 11- 142X3SPF Stud 9-14 2 X 4 DF No.2 -G REACTIONS (lb/size) 20=1806/0 -5 -8, 12= 1593/0 -5-8 Max Horz20 =1(load case 5) Max Uplift20 =- 435(load case 5), 12=- 329(load case 5) Max Grav20=2218(load case 2), 12= 2011(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/55, 2-3=-167/251, 3-4 =- 3242/407, 4 -5 =- 2312/402, 5-6=- 2188/411, 6 -7 =- 1969/423, 8 -9 =- 2209/440, 9 -10 =- 5911/915, 10 -11 =- 6131 /905, 11 -12 = =- 6207814, 12- 13=0/52, 7-8 =- 1692/410 BOT CHORD 2- 20=- 216/185, 19-20=-378/248, 18-19=-258/2879, 17 -18=- 168/1974, 16- 17=- 118/1872, 15 -16 =- 2442494, 14.15=- 2502542 , 12- 14= -657/5545 WEBS 3 -20=- 1841/357, 3 -19= -478/3126, 4 -19= 0/568, 4 -18 =- 1029/100, 6-18=-27/156, 6 -17 =- 460/108, 9-16 =- 919/191, 9-15=-306/81 , 7- 17=- 55/454, 8- 16=- 80/738, 8-17=-452/231, 11- 14= -402/175, 9- 14=- 495/3667 Qlt9 PR Or S NOTES (L 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right <3 t N �]N • F,9 s /O2 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. y 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. CZ' 15 ..PE r 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. , '1 A 9) A plate rating reduction of 20% has been applied for the green lumber members. ..J 10) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity DONG of bearing surface. Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 • r Al wad � ! WARNING • Verify design parameters and READ NOME ON THIS AND INCLUDED JOTTER REFERENCE PAGE Mff.7473 BEFORE USE. Design id for use only with Wok connoc tors. Ills design Is based only upon paramelors shown. and is for an Individual building component. (� Appficablfity of design poromonfers and proper Incorporafion of component is rosponsibilty of bilking designer not truss designer. Bracing shown is MI Te k • is for lateral suppol of individual web members only. Additional temporary tracing to Insure stability during construction Is the roonsibltlty of the eieclor. Addifonal permanent bracing of he overall structure Is the responsibily 01 Bne building designer. For general guidance regarding ,e ve a •ce.v. fabrication, cruelly control storage, delvery, erection and bracing, consult ANSI/WP11 Quality Criteria, 058.89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofuo Drive, Madison U4 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street —Bldg 1-11 R2293974 608266 B2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:44 2006 Page 2 NOTES 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • • • • • t � A WARNI • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE XD -7473 BEFORE USE. Design void for use only with MTek connectors. This design Is based any upon paramolen shown. and is for an Individual building component. �►Y� • Appricabmy of design poramonton and proper Incorporation of component is rosponsiblity of building designer- not truss designer. Bradng shown MiTek. Is for Moral supped of Individual wet) nwmlors ony. Additional temporary bacIng to insure stabltiry during constructIon Is the responsibility of the erector. Additional permanent bracing of the overall structure is the ressonsibilyol the building designer. For general guidance regarding .e.rae..; fabrication dually conlroL storage, deivery. erection and bracing, consult ANS1/IPI1 Ouothy Criteria, DSB439 and BCS11 Bullring Component 7777 Greenback Lane. &rite 109 • Safety Information avallabte from Truss Pkrlo Inslrtulo, 583 D'Onotno Drive, Madison WI 53719. Chrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 , 608266 B3 ROOF TRUSS 1 1 R2293974 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:45 2006 Page 1 19 -11 -0 -1-0r 2 -5-8 7 -2 -12 12-0-0 17 -1 -0 19-1-0 21-11-0 27 -5-12 33-0-2 39-0-0 40-0- 1 -0-0 2 -5-8 4-9-4 4-9-4 6.00 12 1-0 5x6 - -� 02-0-0 5-6-12 5-6-6 5 -11 -14 1-0-0 Scale = 1.79.0 ,, 8 1 5x8 0 1RJO 5-8 7 9 10-12 3x4 •::- 6 4x10 3x6 % 3x6 � 11 12 4x6 5 7'9 31• 9•'8 �` - � 4 � 1.5x4 II • 11 13 `$ 6x10 i 11 0 -19 21 2 -15 r [ 3 m 1 2 „'4 __ �i., -_ r , 14 15 r s ' 1 -°. 21 �16 Ib � � 23 22 '13x8 — 20 19 18 17 10x12 MT20H = 4x12 = • 4x5 = 6x6 = 6x6 = - 4x8 = 454 = 6x6 = 3x4 /..", 3.00 12 2-5-8 19-11-0 i 1�-B l 1 7 -2 -12 1 120 I 17 -1-0 1 19-1-0 1 1 21 -11 -0 27-5-12 1 332 1 39-0-0 1 1-4-8 4-9-4 4-9-4 5-1 -0 2-0-0 2-0-0 5-6-12 5-6-6 5-11-14 1 -1-0 0-10-0 Plate Offsets (X,Y): [11:0 -3- 10,0- 1 -12], [14:0 - 5.0,0 -2 -0], [16:0- 6 -0,0 -5-4], [17:0 -3- 4,0.3 -8], [20:0-3-0,0-3-81121:0-3-4,0-5-01, [22:0- 3 -0,0 -3-8] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.54 16-17 >825 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -1.06 16-17 >423 180 MT2OH 148/108 TCDL 7.0 • Rep Stress Incr YES WB 0.89 Horz(TL) 0.49 14 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 234 lb BCDL 10.0 LUMBER `TOP CHORD Structural wood directly applied. TOP CHORD 2 X 4 DF No.2 G 'Except' sheathing N pp 10 -12 2 X 4 DF 2400F 1.7E, 12 -15 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except* WEBS 1 Row at midpt 4 -20, 11 -18, 9-19 16 -17 2 X 6 DF 2400F 1.7E, 14 -16 2 X 6 DF 2400F 1.7E WEBS 2 X 4 HF Std *Except* 3-21 2 X 4 DF No.2 -G, 4-21 2 X 3 SPF Stud, 4-20 2 X 3 SPF Stud . 6-20 2 X 3 SPF Stud, 11 -17 2 X 3 SPF Stud, 3 -23 2 X 3 SPF Stud 13 -16 2 X 3 SPF Stud, 11 -16 2 X 4 DF No.2 -G REACTIONS (lb/size) 14= 1782/0 -5 -8, 23=1907/0-5-8 Max Horz23= 1(load case 5) Max Upliftl4=- 560(load case 5), 23=- 631(load case 5) Max Grav14= 2284(load case 3), 23= 2414(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/55, 2 -3 =- 245/88, 3-4 =- 4709/1195, 4 -5 =- 3025/924, 5-6=-2883/930, 6 -7 =- 2547/943, 7 -8=- 128/0, 9 -10=- 128/0, 9 -11 =- 2684/960,11 -12 =- 6812/1789,12 -13=- 7048/1779,13 -14=- 7132/1692, 14-15=0/52, 7-24=-2220/1047, 24-25=-2220/1047, 9-25=-2220/1047 BOT CHORD 2-23=-74/212, 22- 23=- 302/1631, 21- 22=- 290/1607, 20- 21=- 983/4223, 19- 20=- 629/2599, 18- 19=- 610/2304, 17- 18=- 699/2946 ,16 -17 =- 712/2998,14 -16 =- 1453/6376 WEBS 3 -22=- 472/160, 3-21=-672/2537, 4-21 =- 222/1371, 4-20 =- 1876/406, 6-20= 0/306, 6-19 =- 624/51, 11- 18=- 949/136, • 11- 17=- 374/159, 7 -19= 0/636, 9- 18=- 28/747, 9- 19=- 505/382, 3- 23=- 2411/601, 13 -16=424/167, 11 -16=- 906/4125 ���ED PRO,c fns NOTES • �� � LNG] Eq /�2 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right 4 4, / 17, exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. Cc 15 66PE r 2) Unbalanced s a (flat roof snow); this B; Fully Exp.; L= 45 -0-0 - 3) Unbalanraced ed snow now loads s have a been considered d for or this dessign. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psi on overhangs non- concurrent with other live loads. pi 5) Provide adequate drainage to prevent water ponding. A � 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O- . '� '~ 7) All plates are MT20 plates unless otherwise indicated. ` - U . 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �sii�� J 9) A plate rating reduction of 20% has been applied for the green lumber members. F DON G I Continued on page 2 EXPIRATION DATE: 06- 30 -0$) • September 28,2006 4 � 1 Y WARNING . Verifg design parameters and READ NOTES ON THIS AND INCLUDED RITES REFERENCE PAGE MD -7473 BEFORE USE D itit esign void for use only with MTek connectors. This design Is based only upon oararnoten show. and Is for an Individual buikiirtg component. Appicabilty of design paiamenfers and proper Incorporation of component Is rosponsiblity of building designer - not truss designer. Bracing shown Mire k , Is for lateral support of individual web members only. Additional temporary bracing to insure shabby during construction Is the responsibility of the eiecsoi. Additional permanent bracing 01 One overall shuclure is One respunsibily of One building designer. For general guidance regarding fabrication, qually conlroL storage, delvery. erection and bracing. consult ANSI/7P11 Quality Criteria, 058.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available horn Truss Plate Institute, 383 D'Onokio Drive, Madison VA 53719. Citrus Heights. CA. 95610 • ' Job Truss Truss Type pry Ply 608266 - -Oak Street - -Bldg 1 -11 R22939747 608266 B3 ROOF TRUSS 1 1 Job Reference (optional) BMC West—Sherwood. Sherwood. Or. 97140 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:45 2006 Page 2 NOTES 10) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • • • • • • • • • • c r_ 1 WARNING . Verify design parameters and READ NOTES ON 17IS AND INCLUDED MITER REFERENCE PACE Mil-7473 BEFORE USE • M • Design void for use ony wtlh Meek connectors. This deslgnis based only upon parameters shovel. and Is for an individual tolling component. Appicabgty of design paomonters and properincorporaton of component is rosponsiblity of building designer - not truss designer. Bracing shown M iTe k is for lalomal support of individual web members only. Addiional tompy basg to insure slablfry during construction Is the responsibility of the na erector. Additional permanent bracing of the overall a pr os po ll structure Is the responSbilfy of he building designer. For general guidance regarding lubricationn, gutsily coolest storage, delvery. erection and bracing, consul ANSI/TPI1 Quality Criteria, DSB-89 and BCSt1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato institute, 583 D'Onotrio Drive, Madison. Vd 53719. Cirrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266—Oak Street —Bldg 1 -11 1 22293974 608266 B4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:47 2006 Page 1 1-. r 2-5-8 7 -2 -12 12-0-0 15-9-14 19-6-0 23-2-2 27-5-12 33 -0-2 39-0-0 . s 0-' 1 -0-0 2-5-8 4-9-4 4-9-4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5-11 -14 1 -0-0 5x6 II Scale= 1:77.5 6.00 12 8 5 1 8 .5x4 II , 1 3x4 � 7 3x4 3x6 ' 3x6 6 10 5 11 n" 5x8 - '1 4 �', ` 7 j 6x8 12 3x5 * 1 -5 .`: . 5-r „,,,iii _ 5- 14 sn 1 1 � � N , •• 15 ` t d �¢ 4x10 -;-% 21 12x18 = 19 18 17 16 10x10 MT20H = 4x12 6x6 = 6x6 = 6x8 = 6x8 = 8x10 MT20H = 3.00 FIF 1 2 -5-8 ( 7 -2 -12 I 12-0-0 I 15-9-14 I 19-6-0 I 23-2 -2 I 27 -5-12 I 33-0-2 I 39-0-0 2-5-8 4-9-4 4-9-4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5-11 -14 Plate Offsets (X,Y): [2:0 [15:0 5 - 5 - 8), (19:0 3 0,0 3 - 12], [20:0 9 5.11], [21:0 3 0,0 - 3 - 8] LOADING (psf) SPACING 2 - CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.52 15-16 >892 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -1.05 15-16 >440 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.52 13 rVa n/a BCLL 0. 0 Code IBC2003/fP12002 (Matrix) Weight: 231 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied. 8-11 2 X 4 DF 2400F 1.7E, 11 -14 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 cc bracing. BOT CHORD 2 X 6 DF No.2 'Except' WEBS 1 Row at midpt 4 -19, 6-18, 10-17, 12 -16 19 -20 2 X 6 DF 2400F 1.7E, 15 -16 2 X 6 DF 2400F 1.7E • 13-15 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud *Except* 4-20 2 X 4 DF No.2-G, 4-19 2 X 4 HF Std, 7-18 2 X 4 HF Std 8-18 2 X4 HF Std, 8-17 2 X 4 HF Std, 9-17 2 X 4 HFStd 12-16 2 X 4 HF Std, 12-15 2 X 4 OF No.2-G REACTIONS (lb/size) 2= 1845/0 -5 -8, 13= 1845/0 -5 -8 Max Horz2= 1(load case 5) Max Uplift2=- 386(load case 5), 13=- 386(load case 5) Max Grav2=2373(load case 2), 13= 2373(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/57, 2- 3= -4549/642, 3-4 =- 5977/864, 4-5 =- 3487/594, 5- 6=- 3283/603, 6-7 =- 2971/581, 7-8=-2948/644, 8- 9=- 2943/644, 9- 10=- 2983/578, 10-11=-3367/606, 11- 12=- 3603/596, 12- 13=- 7595/1052, 13 -14 =0/52 ' BOT CHORD 2- 21=- 523/4003, 20- 21=- 526/4039, 19-20=-680/5402, 18 -19=- 338/3012, 17- 18=- 157/2023, 16- 17=- 356/3107, 15 -16 =- 871/6792,13 -15=- 874/6806 WEBS 3- 21= -895/183, 3-20 =- 151/1326, 4-20 =- 2252273, 4-19 =- 27791 397, 6-19 =- 44/460, 6-18=-846/178, 7 -18=- 336/110, 8- 18=- 249/1536, 8 -17 =- 247/1524, 9- 17=- 347/115, 10 -17 =- 926/189, 10 -16 =- 27/443, 12- 16=- 3959/554, 12- 15=- 330/3189 ��E1,ED PROF f NOTES � �5 L NG] F9 /CZ 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right ' y exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 1 - %6PE • f 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 3) Unbalanced snow loads have been considered for this design. • 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A. 6) All plates are MT20 plates unless otherwise indicated. -. I fi t. , 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 0.....4.... 8) A plate rating reduction of 20% has been applied for the green lumber members. J 9) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of DON G bearing surface. Continued page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 r • A WARNING}. Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER RETERENCE PAGE MII•74T3 BEFORE USE D lig esign sold for use only vAlh MTok connectors. This design Is based only upon pararrxsten shown. and is for an Individual buisng component. Apptnbdbty of design paromonters and proper incorporation of component is responsiblity of building designer - not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary booing to insure stability during construction Is tho responsibility of the erector. Additional permanent bracing of the overall structure is the responsibllty of the buikling designer. he general guidance regarding fabrication, quaitycontroL storage, deivery. erection and bracing, consul ANSI/TPII Quality Criteria, DSB-59 and BCSIt Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute. 583 D'Ono trio Drive, Madison, VA 33719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939748 608266 B4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:47 2006 Page 2 NOTES 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-8=-64, 8- 14 = -64, 2- 21 = -20, 20- 21 = -20, 19- 20 = -20, 18- 19 = -20, 17- 18=- 60(F = -40), 16- 17 = -20, 15- 16 = -20, 13- 15= -20 • • • • • • A WARNING. Verify design parameters and READ NOTES ON 7708 AND D✓CWDED MITE REFERENCE PAGE M217473 RETORE USE. Design void for use only wilts MTek connectors. This design Is based only upon milometers shows, and Is for an individual building component. App4cablGty of design paramenters and proper Incorporation of component Is responsiblity of building designer - not truss designer. Bracing shown 1 iT 1'ek ' Is for lateral support of 'individual web members only. Additional lemporary tracing to Insure stabliy during coy ulna Iron Is the responsibility of the 'v' e ectoi. Additional permanent bracing of the overall structure is Use responsibilty of One building designer. For general guidance regarding fabrication, quoly control storage. delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSBA9 and BCSIt Bullring Component 7777 Greenback Lane. Suite 109 Safety Information avallnnki from Truss Plate Institute, 583 D'Dne trio Drive, Madison, 4N 53719. Cirrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street —Bldg 1 -11 f, R22939741 608266 es ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:48 2006 Page 1 - -O-0 2-5-8 7 -2 -12 1 12-0-0 I 15-9-14 1s 9-14 I I I 1 19-6-0 23-2-2 27 -512 33-0-2 39-0-0 410 4-1) 1 -0-0 2-5-8 4-9-4 4-9-4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5-11 -14 1 -0-0 ' 5x6 II Scale v 1:77.5 6.00 FIT 8 . 1.5x" 1.5x4 SB -9 1 Il • 3 5x8i 7 19•' 7 6x8 4�', 18 10- 416 12 • 3x5 i 1 -5 . _ 1 1• e. ro t 2 / r 14 ro 0 : ,u d 15 � zN I ,' c r 4x10 21 12x18 = 19 18 17 16 10x10 MT2OH = 4x12 6x6 = 6x6 = 6x8 = 6x8 = 8x10 MT2OH = 3.00 FIT 1 2 -5-8 1 7 -2 -12 I 12-0-0 I 15-9-14 I 19-6-0 I 23-2 -2 I 27 -5-12 I 33-0-2 I 39-0-0 I 2 -5-8 4-9-4 4-9-4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5-11 -14 Plate Offsets (X,Y): [2:0 -3- 10,0 -2- 0],[13:0 -1- 13,0-0- 9],115:0- 5- 0,0- 5-8],[ 19:0 - 3.0,0 -3- 121,[20:0- 9- 0,0 -5- 11],[21:0- 3- 0,0 -3 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.52 15-16 >892 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -1.05 15-16 >440 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.52 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 231 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied. 8-11 2 X 4 DF 2400F 1.7E, 11 -14 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except* WEBS 1 Row at midpt 4 -19, 6-18, 10-17, 12 -16 19 -20 2 X 6 DF 2400F 1.7E, 15 -16 2 X 6 DF 2400F 1.7E 13 -15 2 X 6 DF 2400F 1.7E . WEBS 2 X 3 SPF Stud 'Except' 4-20 2 X 4 DF No.2 -G, 4-19 2 X 4 HF Std, 7 -18 2 X 4 HF Std 8-18 2 X4 HF Std, 8-17 2 X 4 HF Std, 9-17 2 X 4 HFStd 12- 162X4HF Std, 12 -152 X4OFNo.2 -G REACTIONS (lb/size) 2= 1845/0 -5-8, 13= 1845/0 -5 -8 Max Horz2= 1(Ioad case 5) Max Uplift2=- 386(load case 5), 13=- 386(Ioad case 5) Max Grav2= 2373(Ioad case 2), 13= 2373(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/57, 2- 3= -4549/642, 3-4 =- 5977/864, 4-5=- 3487/594, 5 -6 =- 3283/603, 6-7 =- 2971/581, 7-8 =- 2948/644, 8 -9 =- 2943/644, 9 -1(. 2983/578, 10- 11=- 3367/606, 11- 12=- 3603 /596, 12 -13=- 7595/1052, 13- 14=0/52 BOT CHORD 2- 21=- 523/4003, 20- 21=- 526/4039, 19- 20=- 680/5402, 18- 1 338/3012, 17 -18 =- 157/2023, 16- 17=- 356/3107, 15 -16 =- 871/6792, 13 -15=- 874/6806 WEBS 3- 21=- 895/183, 3-20 =- 151/1326, 4-20=-225/2273, 4.19 =- 2779/397, 6-19=-44/460, 6-18=-846/178, 7 -18=- 336 /110, 8-18=-249/1536, 8-17=-247/1524, 9- 17=- 347/115, 10 -17 =- 926/189, 10 -16=- 27/443, 12 -16=- 3959/554, 12- 15=- 330/3189 ���, PR OF F `rS NOTES ‹D O N Cs I[V • . F 9 /O 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right C� 7 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 4t 15 • • PE 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads._ 6) All plates are MT20 plates unless otherwise indicated. • • e '' 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ,� r, ��4 A' 8) A plate rating reduction of 20% has been applied for the green lumber members. ..- J 9) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of Do NG bearing surface. Continueof on page 2 EXPIRATION DATE: 06 -30 -081 September 28,2006 ■ a WARNING • Verify design parameter. and READ NOTES ON TEES AND INCLUDED PETER RE7'ERENCE PAGE MD -7473 BEFORE USE Deacp1 void for use only with Mick connectors Thls design Is based only upon paarneter shovel. and Is for an Individual building component. Apptcoblity of design commenters and proper Incorporation of component is responhbllty of building designer- not truss designer. Bracing shown MiTe k • Is for lateral support of individual web nTimbers only. Addltional temporary bang to knsum stability during construction Is toe rosporuiblliy of the erector. Additional permanent bracing of the overall structure is the responsibly of he building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing. consuti ANSI/TPI1 Quality Criteria, D16-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Intormallon available from Truss Plate Institute, 383 D'Onohio Drive, tvkldison. tM 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 608266 R22939749 B5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Shewwod, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:48 2006 Page 2 NOTES 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • • • Vert: 1 -8= -64, 8- 14 =-64, 2- 21 = -20, 20- 21 = -20, 19- 20 = -20, 18- 19 = -20, 17- 18=- 60(F = -40), 16- 17 = -20, 15.16 = -20, 13- 15= -20 • • • r r a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED JITTER REFERENCE PAGE 11fD -7473 BEFORE USE. Owlet void for use only with Mfrek connectors ills design Is based only upon parameter shovan, and is for an Individual bottling component. .Apptoabltty of design commenters and proper tncorporoion of component Is Iesponsblly of building designer- not truss designer. Bracing shown MiTek • Is for lateral support of individual won members only. Additional lemportam y bacing to cu stabl5ty during construction Is the rosiwiisibllfy of the elector. Additional permanent Lxacing of the overall shuclure is the responsibily of the building designer. For general guidance regarding _ .spraen - fabrication, guofty control. storage, delvers,. erection and bracing. consult ANSI/TPll Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Onohto Drive. Madison, tint 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R2293975 608266 B6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:50 2006 Page 1 -1 -4r 2-5-8 7 -2 -12 12-0-0 15 -9-14 19-6-0 23-2-2 27 -5-12 33-0-2 39-0-0 40-0 -s 1-0-0 2-5-8 4-9-4 4-9-4 3-9-14 38-2 3-8-2 4-3-10 5-6-6 5 -11 -14 1-0-0 5x6 II Scale= 1:77.5 6.00 12 8 `5 1.5x4 II ^ - 1.5x4 3x4 7 3x4 3x 6 3x6 6 10 5 11 F 5x8 . 7 4 �1 ll 16 - 6x8 12 • 3x5 1-5 y 3 20��' 13 , 1Io M1 2 '' - 4 N 15 � , It14 x10 21 12x 8 = 19 18 17 16 10x10 MT2OH = 4x12 d 6x6 = 6x6 = 6x8 = 6x8= Bxf0 MT2OH = 3.001T2 .00 12 1 2 -5-8 l 7 -2 -12 I 12-0-0 I 15-9-14 5 190 I 23-2 -2 I 27 -5-12 I 33-0-2 I 39-0-0 2 -5-8 4-9-4 4-9-4 3-9-14 3-8-2 352 4-3-10 5-6-6 5-11-14 Plate Offsets (X,Y): [2:0- 3- 10,0 -2 -0], [13:0 -1- 13,0-0-9], [15:0-5-0,0-5-8), [19:0-3-0,0-3-12],[20:0-9-0,0-5-111 [21:0- 3- 0,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.52 15-16 >892 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -1.05 15-16 >440 180 ., MT2OH 139/108 TCDL 7.0 Rep Stress !nor NO V1B 0.94 Ftorz(TL) 0.52 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 231 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied 8-11 2 X 4 DF 2400F 1.7E, 11 -14 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 op bracing. BOT CHORD 2 X 6 DF No.2 `Except* WEBS 1 Row at midpt 4 -19, 6-18, 10-17, 12 -16 19 -20 2 X 6 DF 2400F 1.7E, 15 -16 2 X 6 DF 2400F 1.7E 13 -15 2 X 6 OF 2400F 1.7E WEBS 2 X 3 SPF Stud *Except' 4-20 2 X 4 DF No.2-G, 4-19 2 X 4 HF Std, 7-18 2 X 4 HF Std 8- 182X4HF Std, 8- 172X4HF Std, 9- 172X4HFStd 12 -162 X4HFStd, 12 -152 X4OFNo.2 -G REACTIONS (lb/size) 2=1845/0-5-8, 13= 1845/0 -5 -8 Max Horz2= 1(load case 5) Max Uplift2=- 386(load case 5), 13=- 386(load case 5) Max Grav2= 2373(load case 2), 13= 2373(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/57, 2- 3=- 4549/642, 3-4=-5977/864, 4-5=- 3487/594, 5- 6=- 3283/603, 6-7 =- 2971/581, 7-8 =- 2948/644, 8-9 =- 2943/644, 9- 10=- 2983/578, 10 -11 =- 3367/606, 11- 12=- 3603/596, 12 -13=- 7595/1052, 13 -14 =0/52 BOT CHORD 2- 21=- 523/4003, 20 -21 =- 526/4039, 19- 20=- 680/5402, 18- 19=- 338/3012, 17- 18=- 157/2023, 16- 17=- 356/3107, 15-16=-871/6792, 13 -15 =- 874/6806 WEBS 3- 21= -895/183, 3-20 =- 151/1326, 4-20 =- 225/2273, 4-19=-2779/397, 6-19 =- 44/460, 6-18 =- 846/178, 7- 18=- 336/110, 8 -18=- 249/1536, 8 -17 =- 247/1524, 9 -17 =- 347/115, 10- 17=- 926/189, 10 -16=- 27/443, 12 -16 =- 3959/554, 12-15=-330/3189 � D PR Op NOTES D<0 0 /0 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right Kr ( y exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. eZ 15 / • 6PE r 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. �J OR` ' 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �- 8) A plate rating reduction of 20% has been applied for the green lumber members. mow 9) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of F OONG `lJ bearing surface. Continued page 2 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 A P7ARNWG • Verify design parameters and READ NOTES ON MI6 AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design veld for use only with MTok connectors. Thls design is based only upon paramoton shown. and is for an Individual burbling component. Applicability of design paramaUen and proper Incorporalon of component Is rosponslbllly of building designer - not buss designer. Bracing shown Mire k is for Ialaol support of 1td Pacing lvldual web rembers ony. Additional temporary bang to Insure stability during construction Is the tosponslbllly of the erector. Additional permanent bracing of the overall sbuclure is the responsibily of ate building designer. For general guktance regardeg fabrication, qualy conhot storage, delvery, erection and bracing. consul ANSI/TPtl Quality Criteria, DSB-89 and BCSII Bulldng Component 7777 Greenback Lane. Stile 109 Safely Mformalon available from True Plato Institute, 383 D'Onohso Drive, Madison, W 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R2293975C 608266 B6 ROOF TRUSS 1 1 Job Reference (optional) BMC West, - Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:50 2006 Page 2 NOTES 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • Vert: 1- 8 = -64, 8- 14 = -64, 2- 21 = -20, 20- 21=- 20,19- 20 = -20, 18- 19 = -20, 17- 18=- 60(F = -40), 16- 17 = -20, 15- 16 = -20, 13- 15 = -20 • • r • • 1 � A WARNING • Verify design parameters and READ NOTES ON THIS AND DYCLUDED EATEN REFERENCE PAGE 1517-7473 BEFORE USE. Design valid for use only vdih MiTek connectors. ibis design Is based only upon porameten show. and Is for an Individual building component. Apphcabliy of design commenters and proper Incorporation of component is responslblly of building designer - not truss designer. ibadng shown M iTek is for lateral support 01 Individual web members only. Additional temporary bracing to Insure stability during coruhuctlon Is the responsibility of the erector. Additional permanent bracing 01 the overall structure Is the responsibily of the building designer. For general guidance regarding — fabrication, cruelty control storage, deivery, erection and bracing. consult ANSI/IPI1 Qualify Criteria, DSB-1119 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety tnformmton avaltabbo from Truss Note Instirule, 583 D'Ono Imo Drive, Madison. IM 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 r R22939751 608266 B7 CAL HIP VAULT 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:51 2006 Page 1 -.1.0 -0 6-1-10 I 11-8-14 I 17-6-10 1711 -9 21-0-7 21 -6 27 -5-12 I 32-10-15 I 39-0.0 400 1-0-0 6-1 -10 5-7 -3 5-9-12 0-4-15 3-0-14 0-4-15 6-0-6 5-5-3 6-1-1 1-0-0 Scale = 1:74.9 5x5* 6-7 5x8 = 6.00 Fir 6 7 a- . 4.6 7 -9 3x4 3x4 3x6 1--- 5 8 3x6 q 6'7 7_ 7. 5 9 d 3x10 ''444444444:x8-: ^ d - d 3 17 8. 10 d ' 1-4 ,Nt. 12 ° n 2 � ogill 11 12 rs o d 13 : ■ 1 I 61 .- d 19 18 17 16 15 14 8x12 MT2OH = 4x10 3x10 = 3x4 = 3x8 = 3x6 = 3x4 = 5x10 MT20H s 3.00 1 3x5 = 1 1 -60 8-11-4 I 17-6-10 I 21-5-6 I 27-5-12 I 33-0-2 I 39-0 -0 I 1 -6-0 7 -5-4 8-7-6 3 -10-12 6-0-6 5-6-6 5 -11 -14 Plate Offsets (X,Y): (2:0 -10- 8,0-0- 141, [7:0.4- 0,0 -1 -4), (11:0 -0- 14,Edge1, [13:0 - 6.0,0- 3.10), [14:0 -5- 12,0 -2-8) LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.45 13-14 >994 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.94 13-14 >475 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.46 11 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 195 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -10-8 oc purlins. 6-7 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G *Except* WEBS 1 Row at midpt 5 -17, 7 -17, 8 -15, 10 -14 13 -14 2 X 4 DF 2400F 1.7E, 11 -13 2 X 4 DF 2400F 1.7E WEBS 2 X 4 HF Std *Except' 3-18 2 X 3 SPF Stud, 5-18 2 X 3 SPF Stud, 8-14 2 X 3 SPF Stud 10 -13 2 X 4 DF No.2 -G, 3 -19 2 X 4 DF 2400F 1.7E REACTIONS (lb/size) 11=1639/0-5-8, 19= 1760/0 -5-8 Max Horz 19= 1(load case 5) Max Upliftll=- 342(load case 5), 19=- 401(load case 5) Max Grav11= 2013(load case 3), 19= 2127(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 200/381, 3-4=-2643/442, 4 -5 =- 2423/461, 5-6=-1994/446, 6 -7 =- 1684/438, 7 -8 =- 2091/455, 8-9=-2629/501, 9 -10=- 2850/489, 10 -11 =- 6276/883, 11 -12 =0/44 BOT CHORD 2-19=-226/248, 18 -1 291/2329, 17 -18 =- 2352150, 16- 17=- 125/1758, 15- 16=- 125/1758, 14- 15=- 265/2444, 13- 14=- 720/5583, 11 -13 =- 721/5590 WEBS 3 -18=- 108/166, 5-18 =0272, 5 -17 =- 657/166, 6 -17 =- 72/584, 7 -17 =- 427/366, 7 -15=- 94/725, 8 -15 =- 948/195, 8-14 =- 5/438, 10 -14 =- 3378/487, 10 -13 =- 2872778, 3 -19 =- 3076/648 NOTES 1 ) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right r,'\ :NG PR N •. 6 . , ;(S / o exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. C?� 2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. Lt, - 3) Unbalanced snow loads have been considered for this design. 15 .. PE f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. . 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. q 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. • _ `, - 9) A plate rating reduction of 20% has been applied for the green lumber members. ,����s 10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity .- J of bearing surface. SONG • 11 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 • f EXPIRATION DATE: 06 -30 -08 J September 28,2006 ■ A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE ND -7473 BEFORE USE. Design void for use only with MT0k connec tors. lids design Is based only upon fxtramoters shown, and is for an Individual building component. Applicability of design momentum and properincorporoton of component Is responsibiity of building designer - not truss designer. Bmdng shown Mi k , is for lateral support of individual web members only. Additional temporary bat5ng to vtsura stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the respon9biify of the building designer. For general guidance regarding fabrication. quaity conlrot storage, deivery, erection and bracing consul' ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information ovallabkt from Truss Plato Institute, 383 D'Ono hie Drive, Madison. IM 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266—Oak Street- -Bldg 1 -11 R22939751 608266 B7 CAL HIP VAULT 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 8.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:51 2008 Page 2 LOAD CASE(S) Standard • r p � WARNING. Von%J%/ design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PADS M71-7473 BEFORE USE �p Design veld for use only wlITI MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. 1•tt�W� Applicability of design paramentors and proper Incorporafion of component Is respmnsibllty of building designer - not truss designer. Bracing shown M iTe k Is for lateral supped of individual web members only. Addltional temporary tandng to insure stability dueling construction Is the fa stxn siblllty of the erector. Additional permanent bracing or the overall structure Is the responstbilty oI the building designer. For general guidance regarding .earn TO veerae... fabrication. qually conhot storage, delvery, erection and bracing, comet ANSI/fP11 Qucalty Cdterfa, 056.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety hnlormalton available from Truss Pkrte Institute, 583 UY)nohno Drive, Madison wl 53719. CItms Heights. CA, 90610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R2293975/ 608268 B8 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:54:52 2006 Page 1 1 140.9 7-6-0 I 14-8-1 11-170 19-6-0 1 23-11 -0 24 31 -6-0 I 39-0-0 10-01 1-0-0 7-6-0 7 -2 -1 0-4-15 4-5-0 4-5-0 0-4-15 7 -2 -1 7-6-0 1-0-0 Scale . 1:69.1 5x8 \\ 5 1. II 8 5x8 // . • 4 s 6 * 144e? . 6.00 •i • 15 .'S -1; I 19 • 7071 1: 5x8 = � .. 3xt2� d 18 17 16 15 14 13 12 3x8 = 1.5x4 I I 3x6 = 3x8 = 3x4 = 1.5x4 I I 3x4 = 3x6 = • 1 2-0-0 I 7-6-0 f 14-8 -1 I 19-6-0 I 24-3-15 I 31 -6-0 I 330-0 I 2 -0-0 5-6-0 7 -2 -1 4-9-15 4-9-15 7 -2 -1 7-6-0 Plate Offsets (X,Y): [2:0.1- 11,Edge1, 13:0 -3- 14,0 -1 -121, [10:1 -0-0,0 -0-141 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d' PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.19 13 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -0.45 12 -13 >982 180 TCDL 7.0 Rep Stress Incr YES VVB 0.81 Horz(TL) 0.17 10 Na n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 190 lb BCDL 10.0 , LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' 7F TOP CHORD Structural wood sheathing directly applied or 2.5 -10 oc puffins. 4-7 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 1 Row at midpt 7 -15, 9 -13, 3 -19 WEBS 2 X 4 HF Std *Except' 3-18 2 X 3 SPF Stud, 6-15 2 X 3 SPF Stud, 9-12 2 X 3 SPF Stud REACTIONS (lb/size) 19= 1860/0 -5-8, 10= 1685/0 -5-8 Max Upliftl9=- 532(load case 5), 10= -438(load case 5) Max Grav19= 2299(load case 2), 10= 2126(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 180/531, 3-4=- 2529/656, 4 -5= -70/0, 4 -20 2267/754, 6 -20=- 2267/754, 6 -21 =- 2267/754, 7 -21 =- 2267/754, 7 -8= -70/0, 7- 9=- 2777/690, 9-10 =- 3721/736, 10 -11 =0/49 ' BOT CHORD 2- 19=- 328/238, 18- 1 401/2381, 17 -18 =- 4012381, 16-17=-367/2134, 15- 16=- 3672134, 14- 15=- 396/2350, 13-14=-396/2350, 12- 13=- 553/3170, 10 -12=- 553/3170 WEBS 3-18=0/249, 3-17=-273/185, 4 -17= 0/307, 4-15 =- 64/743, 6 -15 =- 419/103, 7 -15 =- 154/547, 7 -13=- 19/546, 9 -13=- 914/177, 9 -12= 0/317, 3- 19=- 3289/775 NOTES • ' 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. D D F 2) TCLL: ASCE 7 -98; P1==25.0 psf (flat roof snow); Exp B; Fully Exp. �� [� 0D Ope 3) Unbalanced snow loads have been considered for this design. �'\ �GI .n 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. �‹ 5 �2 5) Provide adequate drainage to prevent water ponding. 4 4 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • I 15(. 6PE r 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I. LOAD CASE(S) Standard A-`L •I 4, sDONG -t 1 EXPIRATION DATE: 06 -30 -08 j September 28,2006 I a WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED M USE. ITEK REFERENCE PAGE MD -7473 BEFORE US Design void for use only with PATak connectors. This design Is based only parameter upon p shows. and Is for an Individual building component. Applicability of design momentum and properincorporcrton of component is rosponslbirty of building designer - not truss designer. Bracing shown MiTek- NMI Is for tnterol support o1 individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing at the overall structure is the responslbily of the building designer. For general guidance regardeig fabrication, cooly conlroL storage, delvery, erection and bracing. consul ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from True Plate Institute, 583 D'Onokio Drive, /Addison. W 53719. Citrus Heights, CA 95910 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939753 608266 B9 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:54 2006 Page 1 1 1-0 -9 7 -6.0 14-8 -1 15-1-0 19-6-0 1 23-11-0 24 31 -6-0 1 39-0-0 90-0-9 1-0-0 7 -6-0 7 -2 -1 0-4-15 4-5-0 4 -5-0 0 -4-15 7 -2 -1 7-6-0 1-0-0 Scale = 1:69.3 5x10 = - 1.54 II 5x10 = 4 5 6 ' i 6.00 12 4x8 3x4 • 191 : 13 S' 3 6-1 . 679 o • ,. b 8 ... B s 5x8 = M i I d 17 16 15 14 13 12 11 10 3x10 = 3x.8 • 1.5x4 II 3x6 = 3x8 = 3x4 = 1.5x4 II 3x4 = 3x6 = 1 2-0-0 1 7-6-0 I 14-8-1 3 1 ( 19-6-0 1 24-3-15 1 31 - 6-0 I 39-0-0 1 2-0-0 5-6-0 7 -2 -1 4-9-15 4-9-15 7 -2-1 7-6-0 Plate Offsets (X,Y): [2:0- 1- 11,Edge], [3:0- 3- 14,0- 1 -12], [4:0- 5 -0,0 -1 -41 [6:0- 5-0,0 -1 -4], [8:0- 10- 0,0 -0-10] • LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP (Roof Snow 25.0) • Plates Increase 1.15 TC 0.79 Vert(LL) -0.19 11 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.44 10-11 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.79 Horz(TL) 0.17 8 Na Na BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 188 lb LUMBER BRACING • TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. 46 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 1 Row at midpt 6 -13, 7 -11, 3 -17 WEBS 2 X 4 HF Std 'Except' 3-16 2 X 3 SPF Stud, 5-13 2 X 3 SPF Stud, 7-10 2 X 3 SPF Stud REACTIONS (lb/size) 17= 1784/0 -5-8, 8= 1616/0 -5 -8 Max Upliftl7=- 412(load case 5), 8=- 329(load case 5) Max Grav17= 2261(load case 2), 8= 2090(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1 -2 =0/48, 2- 3=- 193/536, 3-4 =- 2454/421, 4- 5=- 2233/443, 5-6=-2233/443, 6 -7 =- 2695/446, 7-8 =- 3644/503, 8-9 =0/49 BOT CHORD 2-17=-331/248, 16 -17 =- 230/2328, 15 16 =- 2302328, 14-15 =- 1512063, 13 -144- 1512063, 12-13=-174/2274, 11- 12=- 1742274,10 -11 =- 347/3102,8 -10 =- 347/3102 WEBS 3-16=0/249, 3 -15 =- 293/190, 4 -15= 0/310, 4-13 =- 35/662, 5-13=-417/63, 6 -13=- 76/468, 6 -11 =- 27/550, 7 -11 =- 923/195, 7- 1 0/317,3 -17 =- 3229/581 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. � D D FS 3) Unbalanced snow loads have been considered for this design. • E0 Of 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. � ' � !/1 c5' 5) Provide adequate drainage to prevent water ponding. c ' t-' F9 D 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fi t. , - 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 1 66PE 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 11111111 Illp LOAD CASE(S) Standard . Ari F DONG � J EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ Ak WARNING. • Verify design parameters and READ NOTES ON THIS AND D9CLUDED ELMER REFERENCE PAGE MD -7473 BEFORE USE D PEI esign void for use only with Wok connoctois. This design is based only upon pararnolors shown. and is for an Individual buitding component. Appicabllity of design paramcnlers and proper Incorporaton of component Is rosponsib4lly of building designer - not truss designer. Bracing shown M iTe k • Is for lateral support of individual wen mambas only. Additional tomporory bracing to insure stability duNtg construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilty of One building designer. For general guidance regarding , lubrication qualty control storage, delvery, erection and bracing. consult ANSI/TPI1 Oudity Cdterta, D5B419 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 . Safely Information available from Truss Plato Institute, 583 li Ono klo Drive. Madison. V.1 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939754 608266 C1 ROOF TRUSS 1 2 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:55 2006 Page 1 5-10-3 35-5-0 3-4-0 5-3-12 9-7-12 12 -7 -12 17 -1-4 21 -6-12 26-0-4 29-0-4 32-10-13 33-5.4 38-10-8 3 16¢ I I l i I I I I I ' c = 1:686 3-4-0 1 -11 -12 3-9-9 3-0-0 4-5-8 4-5-8 4-5-8 3-0-0 3-10-9 0-6-7 358 1 0-6-7 1 -11 -12 10x10 \\ 4x4 = 5x10 MT20H� 6.00 12 2x4 I I 4x8 = 4x8 = 2x4 I I 458 = 4x4 = 3x4 3 3t 5 6 7 25 8 6-11 9 10 11 1 12 3x4 1 l'-'41 .�% Ifii� � ' i . i■ \1 1 13 c} i 12 6 _ 24 23 22 17 16 15 4x10 = 4x10 — 8x10 MT2OH = 8x12 MT2OH = 21 20 26 19 18 10x10 MT2OH = 8x10 MT2OH = 4x4 = 8x10 MT2OH= 2x4 I I 4x8 = 8x10 MT2OH= 6x8 = 3.00 I 12 3-4-0 1 5312 I 9-7 -12 I 12 -7 -12 I 17 -1-4 I 21 -6-12 I 26-0-4 I 29-0-4 I 33-5-4 1 35-5-0 I 38-10 -8 3-4-0 1 -11 -12 4-4-0 3-0-0 4-5-8 4-5-8 4-58 3-0-0 4-5-0 1 -11 -12 3-5-8 Plate Offsets (X,Y): [3:0- 3- 8,Edge], [11:0 -4- 12,0 -2 -8], [15:0 -4- 12,0 -5.4], [24:0 -4- 12,0 -5 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdef Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.80 19-20 >580 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -1.62 19-20 >284 180 MT20H 148/108 TCDL 7.0 Rep Stress Incr NO VVB 0.90 Horz(TL) 0.52 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 411 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 DF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2 -11-8 oc purlins. 1 -3 2 X 4 OF No.2 -G, 11 -14 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except* 3-22 2 X 4 DF No.2 -G REACTIONS (lb/size) 1= 3056/0 -4 -0, 13= 3134/0 -5-8 Max Horz1=- 27(load case 5) Max Uplift1=- 671(load case 5), 13=- 728(load case 5) Max Grav1= 3668(load case 2), 13= 3787(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-11362/2128, 2-3=-10717/2094, 3-4=-14084/2731, 4-5=-14084/2731, 5-6=- 125832453, 6 -7 =- 125832453, 7-25=-13736/2665, 8 -25=- 13736/2665, 8-9=- 137362665, 9-1-14146/2736, 10- 11=- 10018/1964, 11 -12 =- 109482119, 12 -13 =- 114172106, 13- 14 =0/52 BOT CHORD 1- 24=- 1842/10106, 23- 24=- 1783/9771, 22 -23 =- 1838/9877, 21 -22 =- 2380/12807, 20-21 =- 2564/13775, 20-26=-2564/13775, 19- 26=- 2564/13775, 18 -19 =- 2364/12719, 17-18=-2401/12917, 16 -17 =- 2608/14051, 15- 16=- 1769/9833, 13 -15 =- 1821/10153 WEBS 2 -24=- 164/1212,2 -23=- 69/476,3 -23=- 113/1187,3 -22=- 848/4771,4 -22=- 181/130,5.22 =- 338/1807,5.21 =- 1753/418, • 7-21=-1494/261, 7 -2 = 0220, 7 -19=- 92/23, 8-19=-601/224, 9 -19 =- 215/1298, 9-18 =- 2435/541, 9 -17 =- 322/1767, 10 -17 =- 208/1699, 10 -16=- 4543/824, 11- 16=- 4402989, 12- 16=- 117/663, 12- 15=- 129/1088 _ NOTES -St PR 1) 2 -ply truss to be connected together with 1 Od Common(.148'5 3 ") Nails as follows: 5� N G I N s Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc, 2 X 6 - 2 rows at 0- 9 -0 �� / 9 0� Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. y Webs connected as follows: 2 X 3- 1 row at 0 -9-0 oc, 2 X 4- 1 row at 0 -9-0 oc. cr 15 i• 6 P E f 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 4) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 �- . Orr '� k'� 5) Unbalanced snow loads have been considered for this design. - y1 �, -� 6) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. i !'l J 7 7g) ) Provide adequate drainage to prevent water pending. 'DONG C6Mmisi truss has e 2en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 r • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MOTE[ REFERENCE PAGE Md•7473 BEFORE USE D ET esign void for use only with MTok connectors. This design Is based only upon parameters shown. and Is for an Individual bulling component. MiTek Applcabibry of design parcrmonlers and proper Incorporaton of component is responsibllty of building designer- not truss designer. Bracing shown ' b for lateral support of individual web members only. Additional temporary bacing to Insure stability during construction Is tiro responsibility of the erector. Additional permanent bracing of the overall shucture is the responsibilty o Bee building designer. For general guidance regarding ee..ae...- tabricalion. quality control storage, delvery, erection arid bracing. corlsutt ANSI/TPi1 Quality Criteria, DSB-89 and BCSII Bulldng Component 7777 Greenback Lane. Silte 109 Safety Information available from Truss Plate Institute, 583 D'Onohia Drive. Madison. IM 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939754 608266 C1 ROOF TRUSS 1 2 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:55 2006 Page 2 NOTES 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing at joint(s) 1, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Girder carries hip end with 6- 0 -0.end setback 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268lb down and 1431b up at 33-4-0, and 2681b down and 1431b up at 5 -5 -0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 11 = -123, 11- 14 = -64, 1- 24=- 38(F = -18), 22- 24=- 38(F = -18), 21- 22=- 38(F = -18), 18- 21=- 38(F = -18), 17- 18=- 38(F = -18), 15- 17=- 38(F = -18), 13- 15=- 38(F = -18) Concentrated Loads (lb) Vert: 3 = -268 11= -268 • • • 41 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE 1111.7473 BEFORE USE. Design void for use only wflh MTek connectors. This design Is based only upon narameten shown. and is for an Individual building component. Applicability of design parome ntors and proper Incorporation of component Is responslblity of building designer - not truss designer. Bracing shown MiTek . is for lateral l support of individual web members only. Additional temporary baking to insure sfabitty during construction Is rho responsibility of the erector. Additional permanent bracing of the overall shuclure is the responsibiiy of the building designer. For general guidance regarding fabrication. qudly control storage, deivery, erection and bracing, consul ANSI/fP11 Qualify Criteria, DSB-89 and BC311 Building Component 7777 Greenback Lane. Suite 109 Safety Information avalabl: from Truss Plate Institute, 683 D'Onohio Drive, Madison IM 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939755 608266 C2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:57 2006 Page 1 9-7 -12 31 - 3-4-0 7-3-12 710.3 12 -7 -12 15 -7 -14 19-4-0 23-0-2 26-0-4 29-0-4 0 - 1613 35 38 - 3p I 3 I -3- 1 I ) I I I I f l 5-5- I ' e= 1:687 3-4-0 311 -12 0-6-7 1-9-9 3-0-0 3-0-2 3-8-2 3-8-2 3-0-2 3-0-0 1-10-9 3 -11 -12 3-5-8 1 0-6-7 8x10 MT2OH ' 8x10 MT2OH - - . 6.00 12 2x4 I I 4x4 = 4x4 = 4x8 = 4x4 = 4x4 = 4x4 = 2x4 I I 3 4 3-8 6 7 8 9 7 -12 10 11 12 1 i 3x6 G - d l 13 /` r 3x6 2 .1s I �� I /I : &:0� ^ iloiNobi. 018 ` or �; =:� d si v d d ie. ∎_� � � J t� 25 24 23 18 17 16 �� —.4,„...... d 5x12 • 8x10MT2OH= 22 21 20 19 Bx10MT2OH= 8x12MT2OH= 4x12 8x12 MT2OH = 4x4 = 4x4 = 8x10 MT2OH = 4x4 = 4x4= 8x10 MT2OH = 3.00 FIT 3-4-0 I 7 -312 I 9-7 -12 I 12 -7 -12 l 15-7 -14 I 19-0-0 I 2342 I 2644 I 29-0-4 I 31 -5-4 , 355-0 I 38-10 -8 3-4-0 3-11-12 2-4-0 3-0-0 3-0-2 3-8-2 3-8-2 3-0-2 3-0-0 2- 5-0 3 -11 -12 3-5-8 Plate Offsets (X,1'): [1:0- 6- 0,0 -3 -0], [3:0- 4- 12,0 -2 -8], [12:0.4- 12,0 -2-8], [14:0- 1- 5,0 -0-5], [16:0.6-0,Edge], (25:0- 6- 0,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdetl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.68 20-21 >679 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC . 0.91 Vert(TL) -1.16 20-21 >398 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.46 14 r1/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 212 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -9-0 oc purtins. 3-7 2 X 6 DF No.2, 7 -12 2 X 6 DF No.2 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1763/0 -4-0, 14= 1843/0 -5 -8 Max Horz1=- 27(load case 5) Max Uplift1=- 299(load case 5), 14- 357(load case 5) Max Grav1= 2405(load case 2), 14=2527(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 7440/879, 2 -3=- 5864/726, 3-4 =- 6031/769, 4-5=- 6031/769, 5-6=-5921/781, 6 -7 =- 6553/851, 7 -8= -6553/851, 8- 9=- 6563851, 9-10=-5944/781, 10-11=-6075/769, 11-12=-6075/769, 12-13=-5880/720, 13-14=-7482/850, 14-15=0/52 BOT CHORD 1 -25=- 726/6611, 24- 25=- 702/6359, 23 -24 =- 535/5268, 22 -23=- 647/6057, 21- 22=- 701/6553, 20 -21 =- 747/6696, • 19 -20 =- 701/6563, 18- 1 -647/6080, 17- 18=- 530/5283, 16- 17=- 679/6395, 14 -16=- 699/6643 WEBS 2 -25=- 73/1107, 2 -24 =- 1093/169, 3-24=-72/862, 3 -23 =- 140/1521, 4-23=-55/80, 5.23 = -64 /168, 5-22 =- 538/77, 6-22 =- 1127/108 , 6 -21 =- 11/589, 8 -21 =- 362/63, 8-2(-340/63, 9 -20=- 11/573, 9 -19=- 1106/108, 10- 19=- 557/77, 10 -18=- 32/196, 11- 18=- 62/78, 12- 18=- 144/1537, 12- 17=- 68/871, 13- 17=- 1114/151, 13- 16=- 56/1092 . NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end 2) TCLL: ASCE 7-98; vertical psf (flat roof exposed; now) Exp B; Exp.; L= 45-0-0 a -1.33. , j . PR OFes 0 3) U snow loads have been considered for this design. \ t� ' . 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. CV 5) Provide adequate drainage to prevent water ponding. 1576 ` • E 9r 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Bearing at joint(s) 1, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity . v Ia. of bearing surface. �J � • .; 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` �,* 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FpONC' Continued on page 2 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 fl ARNG • Verify design paremete . and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M17•7473 BETORE USE. - i D esign void for use only wllh MYTek connectors. This design Is based only upon parameters show/, and is for an Individual building component. Appbcabltity of design pommel and properincorporabon of component is responsibilty of building designer - nol truss designer. Bracing shown I\4 iTe k• Is for lateral support o1 individual web rromtxtrs only. Additional temporary dachg to insure stability during construction Is the responsibility of the Mil erector. Additional permanent bracing Of the overall shucture is tlx: responsibily of Me building designer. For general guidance regarding fabrication, qualy control storage, deivery. election and bracing consul ANSI/TPII Quality Criteria, DSB -89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Inslituto, 583 D'Onohto Drive, Madison 1 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266• -Oak Street- -Bldg 1 -11 608266 C2 ROOF TRUSS 1 1 R2293975 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:57 2006 Page 2 • LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 12 = -64, 12- 15 = -64, 1- 25 = -20, 23- 25 = -20, 22- 23 = -20, 21- 22 = -20, 20- 21=- 60(F = -40), 19- 20 = -20, 18- 19 = -20, 16- 18 = -20, 14- 16= -20 • a r ' WARNING • Parity design parameter. and READ Nome ON THIS AND INCLUDED AUTER REFERENCE PAGE Mil-7473 BEFORE USE • Design void for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building Component. Appicabily of design paamenters and proper Incorporation of component is rosponsibllty of building designer- not buss designer. Bracing shown _ M _ iTe k is for !afoot support of hidividual web nemlwrs only. Addlhonal temporary bating to insure stablly during construe lion Is tie responsibility of the na lamming erector. Additional permanent cbrg of the overall structure is the responslbily of tine bulklung designer. For general guidance regarding fabrication, qualty control storage. delvery, erection and brocirng, consult ANSI/TPII OudIty Criteria, 059.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available horn Truss Plato Institute, 383 D'One hie Drive, Madison. WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R2293975 608266 C3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:58 2006 Page 1 11 -5-4 28 -10-13 I -6- I go [ 18 9-3-12 1 3 1 15-7-14 i I f I 7 -14 19-4-0 23-0-2 26-0-4 28 -3-12 5 .4 36-1-8 I 38 -10-8 3 1 - 6-8-4 l 1-6-8 7 -9-4 0-6-7 1-2-8 3-0-2 3-8-2 3-8-2 3-0-2 2-3-8 a7 -1 6-8-4 2-9-0 1Ie = 1:68.8 1 -7 -1 0-6-7 8x8 = 4x4 = 2x4 II • 2x4 II '4x4 = 4x4 = 4x4 = 4x4 = 8x8 = . 6.00 12 4 5 6 7 4 9 10 11 12 1 3x4 i • _ - 21 '20 1s d1I 1 FTJ 6 • 3x4 II '�'� 12 -16 1.5x4 II d sr i V . ... Abilh Z ; i. 7A441'.14, \ _ 16 1. lib 6 :: d 19 18 17 '' d 6 26 25 24 23 22 21 20 4x10 % _ 6x8 = 8x12 MT2OH = 3x4 6x8 4x4 = 4x4 = 6x8 = 4x4 = 4x12 = 6x12 MT2OH= 6x10 MT2OH = 3.03 'f 11-6-8 I 9-3-12 1 115-4 1 -7 -12 15 -7 -14 I 19-4-0 1 23-0-2 I 26-0-4 , 28-3-12 79-51 36.1-8 I 38-10-8 I 1-6-8 7-9-4 2 -1 -8 1-2-8 3-0-2 3-8-2 3-8-2 3-0-2 2 -3-8 1 -1-8 6-8-4 2 -9-0 Plate Offsets (X,Y): [1:0-0-12,0-1-0], [4:0 -4- 10,0 -2 -3], [12:0 -4- 10,0 -2 -3], [17:0- 6- 0,0 -5-4], [19:0- 4- 4,0- 3 -12], [20:0 - 4.4,0 -4 -0], [23:0 -2 -8,0.4-0], f24:0-4-4,Edqe], [26:0-7-4,Edqe] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.49 21 -22 >948 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 1.00 Vert(TL) -0.86 21 -22 >539 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr . NO WB 1.00 Horz(TL) 0.37 15 rVa n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 222 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 180F 1.6E *Except TOP CHORD Structural wood sheathing directly applied or 1 -8-7 oc puffins. 4-12 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 4 DF 1800F 1.6E 'Except 1 -26 2 X 4 DF 2400F 1.7E, 20-23 2 X 6 DF No.2, 19 -20 2 X 6 DF No.2 ' 17 -19 2 X 6 DF 2400F 1.7E, 15 -17 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except 2 -262 X6OFNo.2, 13-17 2 X 4 HF Std WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 1= 1763/0 -4 -0, 15= 1843/0 -5 -8 Max Horz1=- 25(load case 5) Max Upliftl=- 304(load case 5), 15=- 362(load case 5) Max Grav1= 2369(load case 2), 15= 2491(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 6158/663, 2 -3=- 5380/679, 3-4 =- 4455/597, 4-5=- 4362/624, 5-84-4362/624, 6 -7 =- 4460/641, 7 -8=- 5007/705, 8- 9=- 5017/705, 9-10 =- 4527/647, 10- 11= -4475/622, 11- 12=- 4475/622, 12- 13=- 4877/642, 13- 14= -6490/795, 1415 =- 67561754 , 15- 16=0/52 BOT CHORD 1 -26=- 517/5219, 25 -26 =- 496/4339, 24-25 =- 383/3954, 23 -24 =- 467/4533, 22- 23=- 521/5008, 21 -22=- 556/5087, 20 -21 =- 521/5017, 19- 20=- 476/4643, 18 -19=- 419/4346, 17- 18=- 521/4771, 15- 17=- 608/5923 WEBS 7 2-26=0/913, 3-25=-440/133, -22=- 20/721, 8-22=-368/56, 8- 21= 345/56, 9-21=-12/631, 9-20=-1100/105, 8 1 20 293/35, 10.19 = 11-19=-19/136, 9 ‹ t j - 04 GIN - ,e? 12- 19=- 86/828, 12 -18=- 78/1003,13 -18=- 494/123,14 -17= 0)363,3 -26=- 25/555,13 -17 =- 109/1273 �� O2� NOTES 15 .. t' 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. � 4) This truss has been designed for 200 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. ej 5) Provide adequate drainage to prevent water ponding. ,�,ti1� • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r J 7) All plates are MT20 plates unless otherwise indicated. GONG ' 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Continued on page 2 EXPIRATION DATE: 06 -30 -08 j September 28,2006 r � a WARNING • Verify design parameters and RE4D NOTES ON THIS AND INCLUDED h4TFR RFJ'ERENCE PAGE MD •7473 SEIORE USE ' Des4n void for use only wtlh FATek connectors. This design Is based only upon parameters shovel, and Is for an Individual building component. Appicablity of design pommenters and proper lncorpora or component Is responsibility of building designer- not truss designer. Bracing shown N1�Te k ' Is for lateral support of individual web members only. Additional temporary tearing to Insure stabliry during constnrc ion Is the responsibility of the elector. Additional permanent bracing of the overall structure Is the responsibiity of B1e bulkiorg designer. For general guidance regarding fabrication, quotry control storage, deivery, erection and bracing. consult ANSI/IPII Qudlty Criteria, DSBd9 and BCSI1 BuIldng Component 7777 Greenback Lane. Suite 109 • Safety Information avallable from Truss Plate Institute, 383 D'Onohio Drive, Madison, V4 53719. Carus Heights. CA. 95610 Job Truss Truss Type Oty Ply 608266 --Oak Street - -Bldg 1 -11 R22939756 608266 C3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:58 2006 Page 2 NOTES 9) Bearing at joint(s) 1, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 • Uniform Loads (plf) Vert: 1 -4= -64, 4- 12 = -64, 12- 16 = -64, 1- 26=- 20,24- 26 = -20, 23- 24 = -20, 22- 23 = -20, 21- 22=- 60(F = -40), 20- 21 = -20, 19- 20 = -20, 17- 19 = -20, 15- 17 = -20 • • 1 i A WARNDVG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M11-7473 BEFORE USE. Design void for use only with Mink connectors- This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paromentors and proper Incorporaion of componenl is responsibility of buildng designer- not truss designer. Bracing shown M iTe k• Is for lateral support 01 individual wob mombers only. Additional temporary bracing to Insult stability during cosutmc ton Is the msponsibllly of the erector. Addilionol permanent bracing of the overall seucture is the responsibility of Bne building designer. For general guidance regarding lubrication, cruelty control storage, deivery, erection and bracing consult ANSI/TPI1 Quality Criteria, 011.89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Irdormation available from Truss Plate Institute, 583 rl'Ono M1to Drive, Madison. w'1 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street —Bldg 1 -11 R2293975 608266 C4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:54:59 2006 Page 1 26-10-13 5-9-13 11-3-12 111 3 14-11-1 18-7 -7 22 -3-14 26-0-4 5.4 32 -2 -10 38-10-8 3&1 I I f Q I I I� r lle =1:68.7 5-9-13 5-5-15 0-6-7 3-0-14 3-8-6 3-8-6 3-8-6 0-3.80.6.7 4-9-6 6-7-14 1-OU 0-7 -1 6x8 \\ - 2i4 II 4x4 = • 204 II 4x4 =6x12 . 3 4 5 3-8 6 7 8 6.00 12 1 - h II 354 ` t. 1,4444444144..4:709 - ° 2 1 -3 37 16 4' 51 14 6.'4 7 -1 8.11 v ° " 2•' 6 d 8 -17 lilt 4'. sf� 1 � rn to 10 17 I Q - d _ 10x12 MT20H = ;; d 4x8 i 4x12 = 18 17 16 15 14 13 2x4 II 4x4 = 4x8 = 4x8 = 4x8 = 6x6 = 2x4 II 2x4 II 3.00 FIT 27 -5-4 I 5-9-13 I 11 -3-12 I 14-11-1 I 18-7 -7 22 -3-14 I 26-0-4 2612 I 32 -2 -10 I 38-1-8 33 -10 5-9-13 5-5-15 3-7-5 355 3-8-6 3-8-6 0-3-8 4-9-6 5-10-14 0-9-0 1 -1-8 Plate Offsets (X,Y): [1:0 -1- 13,0 -2- 0],[3:0- 2- 1,0 -2 -0), [8: 0.412, 0 -2- 4],[10:0.5.0,0 -2- 01,[13:0- 3- 4,0 -3 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/detl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.53 12 -13 >869 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -1.03 12 -13 >447 180 MT20H 148/108 TCDL 7.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.44 10 n/a n/a BCLL 0.0 Code IBC2003/rP12002 (Matrix) Weight: 229 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -11 -13 oc purlins. 3 -8 2 X 6 DF No.2, 8 -11 2 X 4 OF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: BOT CHORD 2 X 6 DF No.2 *Except* 2 -2-0 oc bracing: 12 -13. 10-19 2 X 4 DF No.2, 10- 122X6OF2400F 1.7E WEBS 2 X 3 SPF Stud 'Except* 8 -12 2 X 4 DF No.2 -G REACTIONS (lb/size) 1= 1615/0 -4 -0, 10= 1696/0 -5-8 Max Horz1=- 29(load case 5) Max Uplift1=- 281(load case 5), 10=- 340(load case 5) Max Grav1= 2114(load case 2), 10= 2242(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4077/546, 2 -3=- 3429/511, 3 -4=- 3324/530, 4-5 =- 3324/530, 5-6=- 3414/544, 6 -7 =- 3414/544, 7 -8=- 3151/507, 8- 9=- 7044/959, 9- 10=- 7163/859,10 -11 =0/52 BOT CHORD 1 -18 =- 397/3511, 17- 18=- 397/3511, 16-17=-278/2992, 15 -16=- 350/3420, 14-15 =- 350/3420, 13- 14=- 290/3163, 12- 13=- 287/3148, 10- 12=- 693/6412 WEBS 2 -18= 0/237, 2 -17 =- 581/134, 3 -17 =- 28/368, 3-16=-62/1018, 4-16=-325/54, 5-16 =- 496!70, 5-14 =- 299/45, 6 -14= -429/92, 7 -14 =- 65/829, 7 -13=- 1131/133, 9 -12=- 371/177, 8- 12=- 507/4114, 8-13 =- 51/764 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right ,�E0 PR OF FS , exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. c'� GIN • tS) 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. �\ (, ' 0, 3) Unbalanced snow loads have been considered for this design. CV 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. zr 1576 " E � r - 5) Provide adequate drainage to prevent water c. 6) This his trruss s has been designed for or 10.0 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity . ,P of bearing surface. —•� 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Fb O NG LOAD CASE(S) Standard - EXPIRATION DATE: 06- 30 -08.) September 28,2006 • Ak WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD -7473 BEFORE USE. El Design void for use only with MTek connectors. Tf-ls design Is based only upon paiarmten shows. and is for an Individual building component. Applcabilfy of design paidmerltors and propertncorpornlon of component Is rosponsibily of bulldog designer- not bu ss designer. Brodng shown MiTek. Is for Lateral support of Individual web members only. Additional temporary bracing to insure slabluty during coristruc lion Is the responsibility of the permanent erector. Additional permanent bracing of the overall structure is the responsibilyol the building designer. For general guidance regarding fabrication. wally control. storage. delvery, erection and bracing. consult ANSI/TP11 Qualify Criteria, 05B -89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Ono trio Drive, Madison. WA 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1 -11 R22939758 608266 C5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:01 2006 Page 1 13-10 -3 26- 347 -5-4 5-9-13 1 11 -3-12 11 -1I }3 1 - 18-7 -7 I 22 -314 1 24-10-13 26 - 026,10 32 -2 -10 I 38-10-8 3 10.8 5-9-13 5-5-15 0-6-7 2-0-0 1-0-14 3-8-6 3-8-6 2 -6-15 . 1 -1 -7 0-7 -1 4-9-6 6-7 -14 S a j. 1:67.5 6x8 \\ 0. 3-90-6-7 4 9 2,44 II 4x4 = . Zvi II 6x8 // 6.00 FW 3 20 5 6 3-8 * 7 21 8 r 3x4 T-4 a I 3x4 v B l 4 1� 2 38 17 5•'7 6-1 . 15 7.5 &1 ri qq 2. 9 18 10-1 i 3 a 1 di e N - i 11 12 n d d- a\ ).Q 4x10 6 d 19 18 17 16 15 14 13 4x8 = 2x4 I I 4x4 = 5x8 = 8x8 = 4x4 = 2x4 I I 5x8 = 27 -5-4 5 -9.13 I 11 -3-12 1 13-10 -3 1 - 18-7 -7 I 22 -3-14 1 24-10 -13 26-3-12 1 32 -2 -10 I 38-1-8 38-10 5-9-13 5.5-15 2-6-7 1 -0-14 3-8-6 3-8-6 2-6-15 1-4- 151 -1-8 4 -9-6 5-10-14 0-9-0 Plate Offsets (X,Y): [1:0-1-13,0-2-01,111:0-4-0,0-1-151, [15:0- 4- 0,0 -4-8) TCLL LOADING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.30 15-17 >999 240 MT20 185/144. TCDL 7.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.63 15-17 >729 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.17 11 Na Na BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 215lb • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* * TOP CHORD Structural wood sheathing directly applied or 2 -2 -6 oc puffins. 3-8 2 X 6 DF No.2, 9 -12 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 7 -11 -11 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* 8- 152X4HFStd REACTIONS (lb/size) 1= 1925/0 -4 -0, 11= 1993/0 -5 -8 Max Horz1=- 30(load case 5) Max Uptiftl=- 554(load case 5), 11=- 610(load case 5) Max Grav1= 2439(load case 2), 11= 2545(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4773/1128, 2 -3 =- 4153/1126, 3-4 =- 137/0, 3 -20=- 4121/1336, 5-20 =- 4121/1336, 5 -6= -4121/1336, 6 -7= -4197/1357, 7- 21= -4197/1357, 8-21 =- 4197/1357, 8 -9 =- 137/0, 8- 10 -4091/1122, 10 -11 =- 4702/1115, 11 -12 =057 BOT CHORD 1 -19 =- 911/4128, 18 -19 =- 911/4128, 17- 18=- 840/3652, 16- 17=- 990/4140, 15 -16 =- 990/4140, 14- 15=- 833/3610, 13- 14=- 893/4056, 11 -13=- 893/4056 WEBS 2-19=0/236, 2 -18=- 53381, 3-18=-2/292, 3 -17 =- 239/1407, 5 -17 =- 337 /197, 6-17 =- 687/41, 6-15 =- 430/240, 7-15=-477/206, 8 -15=- 231/1492, 10-13=0/246, 8-14=0/355, 10 -14 =- 534/72 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. .\- 0.0 PR OFF 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. G� 9 .0 3) Unbalanced snow loads have been considered for this design. .4 N F ) 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. Cr 9 5) Provide adequate drainage to prevent water ponding. 1 .' 66PE f 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20 % has been applied for the green lumber members. . 9 Ai ) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ., - ' � - LOAD CASE(S) Standard �'� . :6. DONG A Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 • a WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REPERENCE PAGE MII-7473 RETORE USE M Dest fpi said for use only with Mick connectors. This design Is based only upon parameters shown. and is for an Individual building component. Applicability of design paromonters and proper Incorporation o1 component is rospondbllly of building designer- not truss designer. 8radng shown MiTe k• Is for lateral support of individual won members only. Additional temporary bocing to insure stabitiy during construction Is the responsibility of the erector. Additional permanent bracing 01 the overall structure is the responsibillyol the building designer. For general guidance regard fabrication, amity control bracing. • storage, delivery. erection and brang. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Bulidrng Component 7777 Greenback Lane. Suite 109 Safety INormalion available from Truss Plata Institute, 583 D'Onot io Drive, Madison. W153719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street —Bldg 1 -11 R22939758 608266 C5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:01 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pif) Vert: 1- 3 = -64, 3- 4 = -64, 3- 8 =-64, 8- 9= -64, 8- 12 = -64, 1- 17 = -20, 15- 17=- 60(F =-40), 11- 15 = -20 • • • • • • • • • • • • • • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD•7473 BEFORE USE: Design void for use only with Mink connectors. This design Is based only upon parameters shown. and Is for an tndviauol building component. Applicability of design paramenfors and properincorporahon of component Is responsibility of bultding designer - not truss designer. Bracing shown IVI � k• Is for lateral support of individual web members only. Additional temporary dac sg to hum stability during construc Is the responsibility of the .. • erector. Additional permanent bracing of the overall structure is the responsibllly of the building designer. For general guidance regardtrg fabrication, cruelty control storage, deivery, erection and bracing. consul ANSI/TPII Qualify Criteria, 058.89 and BCSII Building Component 7777 Greenback Lane. Site 109 Safety Information available horn Truss Plate Institute, 383 D'Onohio Drive, Madison. WI 53719. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1-11 R22939759 608266 C6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:02 2006 Page 1 • 14-11 -1 26. 322-5 -4 5-9-13 I 11 -3-12 11 314 -10-3 t 18-7 -7 22 -314 2310.13 26- 0426,10-13 32-2-10 i 3810.8 3?-1 5-9-13 5-5-15 0-6-7 3-0-0 0 -0-14 3-8-6 3-8-6 1 -6-15 2-1-70-3-83-6-7 4-9-6 6-7 -14 1- tale= 1:72.2 0-7 -1 • 2x4 II 1.5x4 II • 1.5x4 II . 11 6x8 \\ 4 4- 6 1r 1 24 4 II 4x4 = 2x4 II . 2525 / 6x8 6.00 12 ' 7 8 313 3 x, 9 ai // 13 1 1 ■ 3x4 c i 1.6 1 � 14 d 2 3 <` • I 19 9- 9 13- a - � __ 17 4 1 _ _ . w 15 16 ro I •• e. . d d d _ 6 4x10 23 22 21 20 19 18 17 4x8 = 2x4 I I 4x4 = 4x8 = 8x8 = 4x4 = 2x4 I I 5x8 = • 5513 I 11312 I 14- 10- 314}1 -1 18-7 -7 I 22-3-14 ? 26-3-12 F-51 32 -2 -10 I 38-1 -8 3310.8 5-9-13 5-5-15 3-6-7 0-0-14 3-8-6 3-8-6 1-6-15 2-4-15 1 -1-8 4-9-6 5 -10-14 0-9-0 Plate Offsets (X,Y): [1:0 -1- 13,0 -2 -0], (15:0 - 4-0,0- 1 -15], 119:0 - 4-0,0 -4-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 . Vert(LL) -0.28 19 -21 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.60 19-21 >771 180 TCDL 7.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.16 15 n/a Na BCLL 0. 0 Code IBC2003/TP12002 (Matrix) Weight: 220 lb BCDL 10.0 LUMBER ,, BRACING TOP CHORD 2 X 4 DF No.2 G *Except* 1 TOP CHORD Structural wood sheathing directly applied or 2 -4-9 oc purlins. 3-13 2 X 6 DF No.2, 11 -16 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS - 2 X 3 SPF Stud *Except* 13-19 2 X 4 HF Std • REACTIONS (lb/size) 1= 1780/0 -4 -0, 15= 1849/0 -5-8 Max Horz1=- 30(load case 5) Max Uplift1=- 219(load case 5), 15=- 276(load case 5) Max Grav1= 2284(load case 2), 15= 2391(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4443/414, 2 -3=- 3804/372, 3 -24= -98/0, 4-24 =0/40, 4-6=-7/0, 3 -5 =- 3795/408, 5 -7 =- 3795/408, 7-8 =- 3795/408, 8 -9= 3889/422, 9 -10 =- 3889/422, 10-13=-3889/422, 11-12=-7/0, 12-25=-1/43, 13-25=-95/0, 13 -14=- 3740/367, 1415 =- 4368/394, 15 -16 =0/57 BOT CHORD 1- 23=- 280/3836, 22- 23=- 280/3836, 21- 22=- 152/3333, 20- 21=- 223/3873, 19- 20=- 223/3873, 18 -19 =- 140/3286, 17-18=-253/3761, 15-17=-253/3761 WEBS 2 -23= 0/237, 2 -22=- 563/144, 3 -22 =- 22/303, 3 -21 =- 55/1329, 7 -21 =- 236/7, 8 -21 =- 621/77, 8 -19 =- 361_ /133, 9 -19 =- 403/55, 13-19= - 82/1407, 14-17= 0/247, 13 -18 =- 31/372, 14-18 =- 567/137, 4 -5 =- 130/0, 10.12= -138/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right �� \ 5 �•E� F OFe exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 0 i E9 /O 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. � 3) Unbalanced snow loads have been considered for this design. _ 9 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. CC 1 / 66 P E r 5) Provide adequate drainage to prevent water ponding. AI, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . . 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , i� 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. - ..... pp . 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � J -DONG LOAD CASE(S) Standard Continued on page EXPIRATION DATE: 06 -30 -08 September 28,2006 1 Y WARNA'G • Verify design parameters and READ NOTES ON THIS AND INCLUDED ISTEE REFERENCE PAGE MD - -T4T3 BEFORE USE Deslepi valet for use only with MTek connectors Ills design Is based any upon pommeled shows, and is for an individual building component. Appricab9ly of design paramontors and proper Incorporcrlon of component Is responsibilly of building designer- not Truss designer. Bracing shown M i Te k Is for lateral supped of Individual web members only. Additional temporary lxacerg to Insure stability during construe ton Is tho responsibility of the erector. Additional permanent bracing of the overall structure is Iho responsiblly of the buikli ng designer. For general guidance regarding . fabrication, qualy control storage, delvery, erection and bracing. consult ANSI/ it Quality Criteria, DSB.89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Onohio Drive, Modisan W 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply 608266 --Oak Street-Bldg 1 -11 R2293975 608266 C6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:55:02 2006 Page 2 LOAD CASE(S) Standard • 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (ptf) Vert: 1-3=-64, 3-6=-64, 5-10=-64, 11-13=-64, 13-16=-64, 1-21=-20, 19- 21=- 60(F =- 40),15- 19= -20 • • • • • • a WARNING • Verify design parameters and READ NOTE ON FIRS AND INCLUDED IOTEK REFERENCE PAGE Mf 7473 BEFORE USE f7if' Design void for use only with MTok connectors. Ills design Is based only upon porameten shown, and is for an Individual building component. • Applicability of design parnmenters and proper incorporofion of component Is rosponslbtity of building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary tracing to unsure stability during construction Is the responsibility of the erector. Additional peitnanent bracing of the overall structure Is the responsibiilyol the building designer. For general guidance regarding POW., TO OCR FLOW, fabrication. wally control storage, deivery, erection and bracing. consult ANSI1TP11 Quality Criteria, DSB•89 and BCSIt Building Component 7777 Greenback Lane. Suite 109 Safely Information available from truss Pkrte Institute, 583 D'Onohio Drive, Madison. col 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply 608266 - -Oak Street- -Bldg 1 - 11 R2293976C 608266 CGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:03 2006 Page 1 I 7 -6-0 • I 15-0-0 I 7 -6-0 7 -6-0 4x4 = Scale= 1:28.1 4 1.5x411 ice 1.5x4 II 6.00 1z 5 3 1.5x4 II 1� 4 1 7 5x4 II • T7 2 6 il Y t 7 A PI II � A A d Pr" Y li - If Y N • l 3x4 =:!*:!:!:!:!:!:!:!:!:!:!:!:!:!:!:!:•:•:!:!:!:!:!:!:!:!:!: 1.5x4 • I I •- - •- - - . • •- 1.5x4 • I I •:•:!:!:!:!:!:•:!:!:!:! • I I *:!:!:!:!:!:!:!:!:•:!: • I I •• • .•- • •- 1 5x4 • ':!:!:!:!:!:!:!:!:!:!:.:T:!:;:!:!:;:;:;:;:;:;:;:! 3x4 = • I 15-0-0 15-0-0 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.20 • Vert(LL) n/a - Na 999 MT20 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 Na Na BCDL 10.0 Code IBC2003LTPI2002 (Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 1= 129/15 -0 -0, 7= 129/15 -0-0, 10= 175/15 -0-0, 11= 114/15 -0-0, 12= 300/15 -0-0, 9= 114/15 -0-0, 8= 300/15 -0-0 Max Uplift1=- 17(load case 5), 7=- 17(load case 5), 11=- 32(load case 5), 12=- 95(load case 5), 9=- 32(load case 5), 8=- 95(load case 5) Max Grav1= 176(load case 2), 7= 176(load case 3), 10= 175(Ioad case 1), 11= 171(load case 2), 12= 417(load case 2), 9= 171(load case 3), 8= 417(load case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =- 89/66, 2 -3 =- 77/55, 3 -4 =- 60/86, 4 -5 =- 60/86, 5-6=- 77/55, 6 -7= -89/66 BOT CHORD 1 -12 =0/41, 11- 12=0/41, 10 -11 =0/41, 9 -1 0/41, 8-9= 0/41, 7-8=0/41 WEBS 4 -1 124/0, 3- 11=- 158/53, 2 -12=- 315/114, 5- 158/53, 6 -8=- 315/114 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. �� PR OF 7 575 8) Gable studs spaced at 2 -0-0 oc. (� �� F 9) A plate rating reduction of 20% has been applied for the green lumber members. Gj C}1 / 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C1r� N 0 LOAD CASE(S) Standard 15 6PE r . pi 4gIgillg:40 �atf'� F O ON G EXPIRATION DATE: 06 -30 -08 ) . September 28,2006 • r i Al WARNING. Verify deign parameters and READ NOTES ON TJBS AND DICLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE Mit Design veld for use only with MTek connec toss. This design Is basod ony upon parameters shown. and is for an Individual building component. Appllcabiiy of design paiomenters and proper incorporation of component is nesponsibllly of buildnig designer - not truss designer. Bracing shown MiTek. Is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction Is the responsibill y of the erector. Additional permanent bracing at !the overall structure is the responsibilyoI he building designer. for general guidance regarding _ fabrication, qualy control storage. deivery, erection and bracing. corsuh ANSI/TPI1 Quality Cr feria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Informdion available horn Truss Plate Institute, 383 D'Onohio Drive, Mrsdison, y4 53719. Citrus Heights. Cq 95610 Job Truss Truss Type City Ply 608266- -Oak Street -Bldg 1 -11 ' R22939763 608266 D1 ROOF TRUSS 1 2 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MTek Industries, inc. Thu Sep 28 10:55:07 2006 Page 1 35-5-1 - 2 -41 5- 5 2 -11 912 12-4-12 17-0-9 21-8-7 26-4-5 294-5 32 -10-14 3i-5 38 -10-9 39-10 9 I I -4 I f f I I I le = 1:68.6 2 -4-1 2 -10-11 0-7 -8 3-6-8 3-0-0 4-7 -14 4-7 -14 4-7 -14 3-0-0 3-6-9 0-6-9 3-5-8 1- 1 -11 -10 5x10 MT20H 6.00 12 10x10 // 4x4 = 4x8 = 4x8 = 2x4 I I 4x8 = 4x4 = 2x4 II 3 4 3.6 5 6 7 25 8 6-11 9 10 11 3x8 i c; KM 1 :7-4. - A1 - 3x412 20 7 20 8-2r 8-•9 14 e 1 ,.. ,..f.1 .1.....M01111ME/11114 11 ‘6 1 - .. - '411 1111ibP llIll' .•.A. ''' .‘11 e 13 erS .. -sse 00111.1116 To d 23 22' 17 16 15 d 4x8 = 24 8x12 MT2OH = 10x10 MT2OH = 21 20 26 19 18 8x12 MT2OH = 8x10 MT2OH = 4x10 = 6x6 = 8x10 MT2OH = 4x8 = 2x4 II 8x le MT2OH = 4x4 = 3.00 1 2-4-1 I 5-4-1 I 9-4-12 I 12-4-12 I 17-0-9 I 21-8-7 I 26-4-5 I 29-45 I 33.5 -6 1 35-5-1 I 38 -10-9 2-4-1 3-0-0 4-0-11 3-0-0 4-7 -14 4-7 -14 4-7 -14 3-0-0 4-1 -2 1 -11 -10 3-5-8 Plate Offsets (X,Y): [1:0- 4- 0,0- 1 -15], [3:0- 2 -0,0 -2 -0], [15:0 -4- 12,0 -5 -0], [24:0- 3 -0,0 -3 -8] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.75 19 -20 >612 240 MT20 185/144 (Roof Snow =25.0) Lumber-Increase 1.15 BC 0.71 Vert(TL) -1.54 19-20 >301 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.44 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 415 lb BCDL 10.0 LUMBER BRACING . TOP CHORD 2 X 4 DF No.2 G'Except' TOP CHORD Structural wood sheathing directly applied or 2 -11-4 oc purlins. 3-6 2 X 6 DF No.2, 6 -11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* 1-24 2 X 6 DF No.2, 23-24 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud 'Except' 2 -232 X4HFStd, 11-17 2 X 4 DF No.2-G, 3- 232X4HFStd REACTIONS (lb/size) 1= 3041/0 -4 -0, 13= 3119/0 -5-8 Max Horz 1=- 28(load case 5) Max Upliftl= -663(load case 5), 13=- 720(load case 5) Max Grav1= 3653(load case 2), 13 =3772(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 7113/1326, 2 -3= 105852047, 3-4=- 9753/1910, 4-5=-13848/2674, 5 -6=- 137182651, 6- 7=- 13718/2651, 7 -25=- 137182651, 8-25=-13718/2651, 8 -9=- 124672418, 9 -1 - 138562666, 10 -11 =- 138562666, 11 -12 =- 107242068, 12-13=-11414/2086, 13-14 =0/52 BOT CHORD 1- 24=- 1111/6181, 23-24=-1118/6244, 22- 23=- 2544/13744, 21- 22=- 2357/12722, 20-21=-2319/12519, 20 -26 =- 2551/13765, 19- 26=- 2551/13765, 18 -19 =- 2551/13765, 17-18=-2343/12693, 16- 17=- 1813/9881, 15 -16 =- 1752/9824, 13-15= 1805/10156 WEBS 2 -24=- 1517/334, 2 -23=- 701/3678, 4 -23= -4593/830, 4 -22=- 249/1853, 5 -22 =- 302/1654, 5 -21 =- 2446/549, 5 -20 =- 248/1499, 7 -20=- 641236, 8-20=-123/18, 8 -19 =0233, 8 -18=- 1603284, 9 -18 =- 1706/410, 9 -17 =- 305/1674, 10- 17=- 148/119, 11 -17 =- 814/4554, 11 -16=- 116/1218, 12 -16=- 76/396, 12 -15 =- 141/1205, 3-23 =- 509/3356 ��E PR NOTES '� s 1) 2 -ply truss to be connected together with 10d Common(.148' c3 ") Nails as follows: � �N� F 9 �� 2 Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9-0 oc. 44 Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. cr 15 ' e 6 P E 9 ` Webs connected as follows: 2 X 3 - 1 row at 0 -9 -0 oc, 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. .. _ 3) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • • - of 4) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 � - •- S 1 0 ' 5) Unbalanced snow loads have been considered for this design. n '� RY 2 ` 6) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. F D ON G 7) Provide adequate drainage to prevent water ponding. Continued on page 2 - EXPIRATION DATE: 06 -30 -08 September 28,2006 Mg ■ Al WARNING • Verify design parameters and READ NOTES ON FMB AND INCLUDED MITER REFERENCE PAGE IMD•• 7473 BEFORE USE Mg ' Design void for use only with Miak connectors. thbs design Is based only upon parameters shown. and Is for an Individual building component. Applicability of design commenters and proper Incorporation of component Is responsibllty of building designer- not truss designer. Bracing shown M i k Is for tolmal support of individual web members only. Additional temporary bracing to insure slablity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the respansibllly o the buiklmg designer. For general guidance regarding fabrication, cruelty control storage. deivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and 8C351 Bulking Component 7777 Greenback Lane. Suite 109 Safety Information availabke from Truss Plate Institute, 583 D'Onohio Drive, Madison. 1M 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939761 608266 D1 ROOF TRUSS 1 Job Reference (optional) BMC West Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:07 2006 Page 2 NOTES 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 ang:e to grain formula. Building designer should verify capacity of bearing surface. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Girder carries hip end with 6-0 -0 end setback 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2531b down and 135Ib up at 33 -4 -2, and 253Ib down and 1351b up at 5 -5 -1 on top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1.3 = -64, 3 -11 = -123, 11- 14 = -64, 1- 24=- 38(F = -18), 23- 24=- 38(F =- 18),.22- 23=- 38(F = -18), 21- 22=- 38(F = -18), 16- 21=- 38(F = -18), 17- 18=- 38(F = -18), 15- 17=- 38(F = -18), 13- 15=- 38(F = -18) Concentrated Loads (lb) Vert: 3 = -253 11 = -253 • • • • • • • t 1 A WARNING • Verify design parameters and READ NOTES ON rids AND INCLUDED MITER REFERENCE PAGE M-7473 BEFORE USE. Design void for use only with MTok connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of dosign commenters and propertncorporcrfion of component is responeblityof building designer - not truss designer. Bracing shown MiTek. is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibilty of Tre building designer. For general guidance regarding . fabrication, quality conlroL storage, deivery, erection and bracing. consult ANSI/TPll Quality Criteria, DSB-89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety hrrormalton available from Truss Pkrto Institute, 583 D'Ono trio Drive, Madison. WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939764 608266 02 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:55:08 2006 Page 1 7 -10-4 31 -5-5 1 2-4-1 I 5-0-1 1 7 -3-13 ; 19 -4-12 1 12 -4-12 1 15-8-6 I 19-4 -8 23-01D I 264-5 I 29-45 35-10.1 I 355 I 38-10 -9 39.10 -9 - . 2 -4-1 3-0-0 1 -11 -12 1-6-8 3-0-0 3-3-10 3-8-2 3-8-2 3-3-10 3-0-0 1 - 3 -11 -12 3-5-8 , - le = 1:68.9 0-6-7 0-6-7 10x10 \\ • • 8x10 MT20H- - 6.00 ,2 2x4 I I 4x4 = 4x4 = 4x8 = 4x4 = 4x4 = 4x4 = 2x4 I I 3x4 4 5 4418 7 8 9 10 8 11 12 13 3 x5 i 1� 3 VIVA! i �� 3x6 20 11 2 � 1 rdir �. �■ 15 0 d a 16 cs dr � 26 25 24 19 18 17 ' d I d 4x,01 27 8x10 MT2OH = 8x10 MT2OH = 23 22 21 20 8x1OMT2OH= 8x12MT2OH= 4x12 5 x 5 = 4x4 = 8x70 MT20H= 4x4 = 4x4 = 8x10 MT2OH = 4x4 = 3.00 12 I 2-4-1 I 54-1 1 7 -3-13 1 9-412 I 12-4-12 I 15-8 -6 I 19-4-8 I 23-0-10 I 26-4 -5 1 29-4-5 1 31 -55 I 35-5-1 I 38.10 -9 2-4-1 3-0-0 1 -11 -12 2-0-15 3-0-0 3-3-10 3-8-2 3-8-2 3-3-10 3-0-0 2 -1-0 3 -11 -12 3-5-8 Plate Offsets (X,Y): [1:0 -1- 13,0.2 -0], J4:0- 3- 8,Edge], [13:0 -4- 12,0 -2 -8], [15:0- 1- 5,0 -0 -5), [17:0- 6 -0,Edge], [27:0- 3 -0,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.63 21 -22 >731 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -1.22 21 -22 >379 180 MT2OH 148/108 • TCDL 7.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.44 15 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 • (Matrix) Weight: 215 lb BCDL 10.0 _ LUMBER BRACING ' TOP CHORD 2 X 6 DF No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 1 -10 -2 oc purtins. 1 -4 2 X 4 DF No.2 -G, 13-16 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* • 1-27 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=1762/0-4-0, 15= 1843/0 -5 -8 Max Horz1=- 29(load case 5) Max Upliftl=- 299(load case 5), 15=- 357(load case 5) Max Grav1= 2405(load case 2), 15= 2527(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4755/589, 2 -3=- 6131/746, 3 -4=- 5641/716, 4-5=- 5924/757, 5 -6 =- 5924/757, 6 -7 =- 5851/773, 7 -8=- 6559/852, 8- 9=- 6559/852, 9- 10=- 6559/851, 10- 11=- 5857/771, 11- 12=- 5931/752, 12- 13=- 5931/752, 13- 14=- 5883/720, 14 -15 =- 7501/853 , 15 -16 =0/52 BOT CHORD 1- 27=- 468/4132, 26- 27=- 470/4158, 25- 26=- 565/5387, 24 -25=- 519/5172, 23 -24 =- 639/5989, 22 -23=- 702/6559, 21 -22 =- 747/6696, 20- 21=- 701/6559, 19 -20=- 637/5994, 18- 19=- 530/5286, 17 -184- 680/6409, 15- 17=- 701/6661 WEBS 2 -27 =- 896/139, 2 -26 =- 112/1377, 3-26 =- 36/555, 3 -25 =- 277/63, 4 -25 =- 80/660, 4 -24 =- 160/1512, 5 -24=- 35/78, 6-24 =- 128/116, 6-23=-516/77, 7-23=-1193/117, 7-22=-9/586, 9-22=-353/62, 9-21=-346/63, 10-21=-11/581, 10 -20=- 1186/118, 11- 20=- 520/75 , 11- 19=- 116/119, 12- 19=- 21/92, 13-19=-129/1420, 13 -18 =- 72/893, 14 -18 =- 1126/152, 14 -17 =- 57/1107 • 1) Win d: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right ���'�� NR exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. c \ ( 0 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 9 • 3) Unbalanced snow loads have en considered for this design. cr 15 0,6:9 Ope "96> . PE be f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. • 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live loads. • 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 1 1� , :`� .= 9) A plate rating reduction of 20% has been applied for the green lumber members. ,-,� � 46 10) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. r D ONG `J 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 EXPIRATION DATE: 06 -30 -081 September 28,2006 , . � Y WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11117473 BEFORE USE �p Design void for use only with Ms ek connectors. This design Is based only upon parameters shows. and Is for an Individual building component. YY�YiY Apptcablbty of design paramenbors and properincorporaion of component is responiWlty of building designer - not truss designer. Bracing shown �;Tek Is for lateral support of 'vsdMdual web members only. Additional temporary tracing to insure stability during construc lion Is the rosporulbllity of the elector. Additional permanent bracing of the overall structure is the responsibility at Bne bulklung designer. For general guidance regarding fabrication, cruelty control storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Bullring Component - 7777 Greenback Lane. Suite 109 Safety WormoBon available from Truss Plate Institute, 383 D'Onohio Drive. Madison W1 33719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street —Bldg 1 -11 R22939764 608266 D2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:08 2006 Page 2 • NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • Vert: 1- 4 = -64, 4- 13 = -64, 13- 16 = -64, 1- 27 = -20, 26- 27 = -20, 24- 26 = -20, 23- 24 = -20, 22- 23 = -20, 21- 22=- 60(F = -40), 20- 21 = -20, 19- 20 -20, 17- 19 = -20, 15- 17 = -20 • • • t i Ak WARNING • Verify design parnrnetere and READ NOTES ON TNlS AND INCLUDED BITER REFERENCE PAGE MD -7473 BEFORE USE. Design veld for use only with MTek connectors. This design is based only upon pararrrton shown, and is for an Individual building component. AppicabIHry of design paramenters and properincorporaton of component is rosponsibilry of building designer - not was designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary Pacing to insure stability curing construction Is the responsibility of the elector. Additional permanent bracing of the overall structure is the resporufblly of the building designer. rot general guidance regarding PCIsMa ro fabrication. GustityconlroL storage. delvery, erection and bracing. consul ANSI/MIT Ovally Criteria, DS11-B9 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Intorma®on available from Truss Plate Institute, 583 D'On otrio Drive. Madison. tM 53719. Citrus Heights. CA, 95610 • • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R2293976J 608266 D3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:10 2006 Page 1 11 -2 -2 29-6-6 I 2-4-1 9 1 9-3-13 s 3-13 I r 10.4 12-4-12 15-6 6 I 19-4-8 I 23-0-10 I 0.10 26-4-5 28 -10-14 I 36-1 -7 38-10-9 39-1 2-4-1 1 -2-9 5-9-3 0-6-7 1-2-9 3-3-10 3-8-2 3-8-2 3-3-10 2-6-9 0-7-8 6-7 -1 2 -9-1 1 1-3-15 8x8 = 4z4 = _ 2x4 II 4x4 = 4x4 = 4x4 = 4x4 = 6x12 • 6.00 FIF 4 5 6 7 4 9 10 11 • r 3x4 i • a J 5-2 - 7 i1 . .WI .. -" ��� 13 e 71 : .biffi-.410Xlm us b d 4x10 25 24 23 21 20 19 18 17 16 15 4x4 = 6x6 = 4x5 = 8x12 MT20H= 6x6 = Bx10 = 4x4 = 4x4 = 6x8 = 4x12 8x.18M 8H = 6x8 = 1 2-4-1 ?-6-19 9-3-13 1 11 -2- 212 4 -12 15-8-6 I 19-4-8 I 23-0-10 I 26-4-5 I 28 -7 -14 I 36-1-7 1 38-10-9 I 2-4-1 1 -2 -9 5-9-3 1 -10-6 1 -2 -9 3-3-10 3-8-2 3-8-2 3-3-10 2-3-9 7 -5-9 2 -9-1 Plate Offsets (X,Y): [1:0 -1- 13,0 -2 -0], [4:0 -4- 10,0 -2 -4], [11:0- 4 -0,0- 1 -12], [15:0- 6.0,Edge], (17:0- 3- 0,0 -3 -8], [18:0- 4- 4,0 -4 -0], [21:0- 4- 4,0 -40], [25:0.3- 0,0 -3 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.46 19 -20 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -0.91 19-20 >507 180 MT2OH 148/108 • TCDL 7.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.33 13 Na n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 223 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied. 4-11 2 X 6 DF No.2, 11 -14 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except* WEBS 1 Row at midpt 7 -21, 9-18 22 -24 2 X 6 DF 2400F 1.7E, 15 -17 2 X 6 DF 2400F 1.7E 13 -15 2 X 6 OF 2400F 1.7E WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1762/0 -4-0, 13= 1843/0 -5.8 Max Horz1=- 29(load case 5) Max Uplift1=- 304(load case 5), 13=- 362(load case 5) Max Grav1= 2366(load case 2), 13= 2492(load case 3) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4492/577, 2 -3=- 5338/681, 3 -4=- 4614/613, 4-5=- 4357/622, 5-6=- 4357/622, 6 -7 =- 4439/639, 7 -8 =- 5003/708, 8- 9=- 5023/708, 9- 10=- 4420/632, 10 -11 =- 4289/612, 11- 12=- 5457/688, 12- 13=- 6972/853, 13 -14 =0/52 BOT CHORD 1- 25=- 448/3867, 24- 25=- 444/3882, 23.24 =- 552/4800, 22- 23=- 409/4063, 21- 22=- 465/4528, 20- 21=- 523/5003, 19 -20 =- 556/5082, 18- 1 523/5022, 17 -18=- 460/4541, 16- 17=- 415/4145, 15 -16=- 707/6015, 13 -15 =- 713/6188 WEBS 2 -25=- 866/85, 2 -24 =- 129/1209, 3-24=0/258, 3 -23 =- 751/148, 4 -23 =- 15/507, 4- 22 = -79 /1194, 5-22 =- 53254, 6-22= -488/52, 6-21=-130/81, 7 -21 =- 1194/116, 7- 20= -10/ 645, 8-20 =- 34983, 8-19 =- 343/53, 9-19 =- 8/637, 9 -18 =- 1229/129, 10 -18 =- 208/17, 10- 17=- 664/42, 11- 17=- 100/1615, 12- 15=- 18/768, 11 -16=- 91/967, 12-16=-1285/241 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL =5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right �' - v G PR OfF S S i exp ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. S\ � N Fig � � 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. G 3) Unbalan snow loads have been considered for this design. 1 - ; 6PE 9 r 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. . 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 1 v 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. • �� 9) A plate rating reduction of 20% has been applied for the green lumber members. '. R:4 � i. 10) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity J of bearing surface. F DONG ` s 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 EXPIRATION DATE: 06- 30 -08 -) September 28,2006 1 ■ WARNING • Verify design parameters and READ NOTES ON 17116 AND INCLUDED MITER REPERENC.E PAGE MD -7473 BEFORE USE D Mir esign void for use only with MTok connectors This design Is based only upon parameters shown, and is loran individual building component. Applicability 01 design commenters and proper IncorporcrIon of component Is responsiblly of building designer- not truss designer. Bracing shown MiTekN Is for lateral support of Individual web members only. Additional temporary Ix acing to Frsure stability M dug construc is the responsibility of the erector. AddiSonol permanent bracing of the overall structure is the responsibllyol the building designer. For general guidance regarding lubrication quoit' control storage- deivery, erection and bracing, consul ANSt/TP11 Quality Criteria, D58.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Informaiton available from Truss Plate Institute, 583 D'Onohio Drive, Madison W 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Ory Ply 608266- -Oak Street - -Bldg 1 -11 R22939765 608266 D3 ROOF TRUSS 1 1 Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:55:10 2006 Page 2 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: 1- 4 = -64, 4- 11 = -64, 11- 14 =-64, 1- 25 = -20, 24- 25 = -20, 22- 24 = -20, 21- 22 = -20, 20- 21 = -20, 19- 20=- 60(F = -40), 1B- 19 = -20, 17- 18 = -20, 15-17= 13- 15= -20 • • • 1 n A WARNING • Verify design parameters and RECD NOTES ON THIS AND INCLUDED Sr7TEE REFERENCE PAGE JT117473 BEFORE USE M Design void for use only with MTek connectors. This design Is based ony upon pararmfen shown, and is for an Individual building component. Applicability of design parcrmenters and propertncorporo6on of component Is responsibllty of building resigner- not truss designer. Bracing shown Mi Te k • Is for lateral support of individual web members only. Additional temporary bating to insure stablbty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is Ilse resporrsIbily of One building designer. For general guidance regarding fabrication, qualy control storage, deivery, erection and bracing, consul ANSI/TPI1 Quality Criteria, DSB-89 and BCSI5 Bullring Component 7777 Greenback Lane. Suite 109 Safety trdormaion available from Truss Plate Institute, 583 D'Onotrio Drive, kledison, WI 53719. Citrus Heights. CP 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R2293976 608266 04 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:11 2006 Page 1 27 -6-6 5-9-14 11-5-13 1110.4 15-1-6 18-9-8 22 -5-10 26-4-5 26-,10.1 32-4-11 38-10-9 1 e= 1:68.7 - 1 1 ] I t t I I 5-9-14 { 14 5-7 -15 0-4 -7 3-3-2 3-8-2 3-8-2 3 -10-11 0-6-9 4 -10-5 6-5-14 1 14 -� 0-7-8 5x10 = 1.5x4 II 3x4 = 1.5x4 II . 8x16 3 4 5 37 6 7 6.00 I 12 �_ _� • 4x6 G `� ' 1.5x4 I I B �v�s 2 1 -3 7- 1 11.5x4 = as if sE � '� 9 rb v 1��:/ .12.,„„,,,..— 10 I 0 =" [7 . - ; � � r� _fir' 11 1 d - . �., d - 10x12 MT2OH = `` 18 17 16 15 14 13 4x12 4x8 = 4x4 = 5x8 = 5x8 = 4x8 = 6x6 = 2x4 11 2x4 II 3.00 I 12 4x5 * 1 1 -4-7 11 - 1 151.6 1 18.9.8 1 22.510 1 26-4-5 26 - 32411 1 38-1 -7 310 1-4-7 10-1-5 3-7 -9 3-8-2 3-8-2 3 -10-11 0-3-9 5-8-13 5-8-12 0-9-2 Plate Offsets (X,Y): [1:0- 4- 0,0- 1 -15], [3:0- 5 -0,0 -1-4], [7:0- 2- 12,Edge], [10:0 -1- 12,0 -0-9], [13:0- 3 -0,0 -1-4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Roc) 1/defl Lid PLATES GRIP TCLL 25.0 • Plates Increase 1.15 TC 0.95 Vert(LL) -0.57 12 -13 >785 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -1.08 12 -13 >412 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.45 10 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 220 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -7-8 oc purlins. 7 -11 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except* WEBS 1 Row at midpt 2 -18 12 -13 2 X 6 DF 2400F 1.7E, 10 -19 2 X 4 DF 2400F 1.7E 10 -12 2 X 6 DF 2400F 1.7E . WEBS 2 X 3 SPF Stud *Except` 2-18 2 X 4 HF Std, 7-12 2 X 4 OF No.2-G REACTIONS (lb/size) 18= 1843/0 -9-4, 10= 1776/0 -5-8 Max Horz18=- 29(loadcase 5) Max Uplifti6=- 364(load case 5), 10=- 355(load case 5) Max Grav18= 2426(load case 2), 10= 2379(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 568/0, 2 -3 =- 3432/493, 3-4 =- 3540/561, 4-5=- 3540/561, 5-6 =- 3775/583, 6-7 =- 3788/587, 7-8 =- 7426/982, 8 -9 =- 7386/900, 9 -1 7604/942, 10-11 =0/52 BOT CHORD 1 -18= 0/459, 17- 18=- 360/2993, 16-17=-262/2991, 15- 16=- 382/3730, 14 -15 =- 382/3730, 13 -14 =- 292/3230, 12 -13=- 311/3368, 10 -12 =- 784/6812 WEBS 2 -17 =- 2/412, 3 -17 =- 132/185, 3-16 =- 147/1389, 4- 16=- 337/57, 5-16 =- 539/78, 5-14 =- 219/82, 6-14 =- 555/106, 7- 14=- 113/1271, 2 -18=- 3144/604, 8- 12=- 338/138, 7- 12=- 500/4251, 7 -13 =- 512/85, 9-12 =- 34/146 NOTES ) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right �t�^� �, PR OfF`S exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. c (- / F9 C 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. (/ 1 66PE "T".. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non- concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. A . 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 1111 r- 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. - . ,: � !t `L ' • 9) A plate rating reduction of 20% has been applied for the green lumber members. '- i . � � � ,` � 10) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 07 of bearing surface. FDONG ' 11 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MA -7473 BEFORE USE tip Design valid for use only with b1Tek connectors. Ilsls design Is based only upon parameters shown, and is for an Individual building component. � Applicability of design paramentors and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek is for lateral supped of individual wort members only. Addllionol temporary boW1g to Insure stability during construction Is the ID sporssibility of the erector. Additional permanent bracing of Ore overall structure is the resporsibiiy of !be buikliig designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, ID 0439 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plato Institute, 583 D'Onohio Drive, Madisonn, WI 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939766 608266 D4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:11 2006 Page 2 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 7 = -64, 7- 10 = -64, 10- 11 = -64 1- 16 = -20, 14- 16=- 60(F = -40), 13- 14=- 20•12- 13 = -20, 10.12 = -20 • _ 1 Ak WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MII.7473 BEFORE USE Design veld for use only with MTok connectors. This design Is based only upon narornelen shown. and is for an Individual building component. Appficobtty.ot design paramenlms and proper incorporation of component is responsibilly of building designer - not tru ss designer. Bracing shown i + � iTe k Is for lateral support of individual web members only. Addlhonal temporary bracing to insure stablfiry during constnrcliorn Is the responsibility of the erector. Addilionat permanent txacsg of the overall structure is the responribifry of the building designer. For general guidance regarding raters, • fabricatiorn, wally conlroL storage, delvery, erection and bracing. Consun ANSI/1911 Quality Criteria, D5B-89 and BCSII Bulldrtg Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 D'Oncr trio Drive. Madison. NA 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street- -Bldg 1 -11 R2293976 608266 D5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:13 2006 Page 1 I 6-9-14 I 13-5-13 13 -4 19-4-9 I 24 -10-14 25-3 31-11-3 I 38-10-9 3 -10-p - 6 6 - 15 0 5-6-5 5-6-5 0 6-7 -15 6-11 -5 1-0-0 Scale = 1:67.3 5x10 = g= 5x70= • 3 4 • 5 6.00 I 12 5x101 3x4 2 1-3 3- 3 4-1 : 10 5. 0 5 5 :‘,. ., 75 n 2 4 -13 6-10 6 - 9 0 1 7 r� p o 112 n 1112 ® ail 7-1-1--i, Ell. ) �+ 4x8 4x8 = g 15 14 13 12 11 10 • 9 4x5 i 2x4 I I 4x8 = 4x8 = 4x8 = 4x8 = 2x4 I I 2 -1 -5 1 1 -10-9 II 6-9-14 I 13-5-13 I 19-4-9 I 25 I 31 -11 -3 I 38 1 -10-9 4-8-9 6-7-15 5 -10-12 5-10-12 6-7 -15 6-11-5 0-2-12 Plate Offsets (X,Y): [1:0 -1- 13,0 -2 -0), [3:0.5 -0,0 -1 -41 (5:0- 5 -0,0 -1-4], (7:0- 4- 0,0 -1 -15] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.41 10-13 >999 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 1.00 • Vert(TL) -0.95 10-13 >463 180 TCDL 7.0 Rep Stress lncr NO WB 0.73 Horz(TL) 0.13 7 n/a n/a BCLL D.0 Code IBC2003/TPI2002 (Matrix) Weight: 201 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 OF 1800F 1.6E 'Except' TOP CHORD Structural wood sheathing directly applied or 2 -8-12 oc purlins. 3-5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E 'Except* WEBS 1 Row at midpt 4 -13, 4-10, 2 -15 11- 122X6DFNo.2 WEBS 2 X 4 HF Std *Except 2- 142X3SPF Stud, 3.132X3SPF Stud, 5- 102X3SPFStud 6- 92X3SPFStud REACTIONS (lb/size) 7= 1848/0 -5 -8, 15= 1949/0 -5-8 Max Horz15=- 30(load case 5) Max Uplift7=- 373(load case 5), 15=- 399(load case 5) Max Grav7= 2438(load case 3), 15= 2519(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 588/46, 2 -3=- 3449/527, 3-4 =- 2973/516, 4 -5 =- 3228/544, 5-6=-3735/557, 6 -7 =- 4426/606, 7 -8 =0/57 BOT CHORD 1- 15= 0/403, 14 -15 =- 3202880, 13- 14=- 320/2880, 12 -13 =- 325/3230, 11- 12=- 325/3230, 10- 11=- 325/3230, 9- 10- 441/3815, 7- 9=- 441 /3815 WEBS 2 -14 =- 224/94, 2 -13= 0/570, 3-13=-61/969, 4-13 =- 761/97, 4 -10 =- 519/56, 5 -10 73/1003, 6-10 =- 644/172, 6 -9 =- 5/177, 2 -15=- 3023/460 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right t .�ED PR OFF exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. S , 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. c\ t- G F 9 /O 2 3) Unbalanced snow loads have been considered for this design. 1V 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. CC 15 •6PE � 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. air `� 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . OR�) `' 10 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �` I. LOAD CASE(S) Standard FDONG `l Continued on page 2 _ EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ A WARREN° • Verify design parameters and READ NOTES ON FIBS AND INCLUDED BITER REFERENCE PAGE KII-7473 BEFORE USE. pN■■ Design void for use only with MTok connectors. This design Is based only upon parameters shown. and Is for an Individual building component. Y�Y Applicability of design commenters and proper lncorporalon of compononl Is respondbllty of building destgnner not truss designer. Bracing shown NiiTek' Is for lateral support of individual wet) members only. Additional tompcuaty tracing to Insure stability during construction Is the responsibility of the elector. Addifionol permanent bracing of the overall structure Is he resporulblly 01 fire building designer. For general guidance regarding � ,o.eorve.. fabrication, qualify control storage. deivery, erection and bracing, consul ANSI/TPI1 Qudlty Criteria. 018.89 and BCSI1 Bullring Component 7777 Greenbacl, Lane. Suite 109 Safely frdorma6on available from Truss Plate Institute, 583 D'Onotio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street--Bldg 1 -11 R22939767 608266 .. D5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Sep 28 10:55:13 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • Vert: 1- 3 = -64, 3- 5 = -64, 5- 8 = -64, 1- 13 = -20, 10- 13=- 60(F =-40), 7- 10 = -20 • • A WARNING • Verify design parameters and READ NOTES ON THIS AND DVCLtUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. Design void for use only with Nick connocsors. This design Is based only upon paramoten shown. and Is for an bndivklual bulkling component. • Appficabldy of design paramenters and proper Incorporation of component Is respontblity of building designer - not hu ss designer. Bracing shown M i Tek Is for lateral suppod of individual web members only. Adalbonat temporary bracing po insure stability stability Outing construction Is rte responsibility of the erector. Additional permanent bracing of the overall structure is the resporuibiiy of hie building designer. For general guidance regarding PCIWIM lubrication, guulty control storage, delivery. erection and bracing, consult ANSI/TPI1 Qudty Criteria, DSB-99 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute. 3133 D'Onohio Drive, M7dison, IM 53719- Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street- -Bldg 1 -11 R22939761 608266 D6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:14 2006 Page 1 I 6-9-14 ( 13-5-13 13 19-4 -9 l 24-10-14 25i3 -5 31 -11 -3 I 38-10-9 3p-1D•p _ 6-9-14 6-7 -15 0-4-7 5-6-5 5-6-5 0-4 -7 6-7 -15 6-11-5 1 -0-0 Scale = 1:67.3 • 5x6 2 4 7 5x8 • 3 • ` S 6 6.00 12 4 1 5x10 -2 1-4 3x4 J 2 7-103 • „ d' d .,..i,..•••••,••••• d 4x8 o L ) $ 17 16 15 14 13 12 11 4x8 = 4x5 i all I I 4x8 = 5x8 = 5x8 = 4x8 = 254 I I 2-1-5 1 1- 10.9 6.9-14 i 13-5-13 l 19-4-9 1 25-3-5 I 31 -11-3 l 38-10-9 i 1 -10.9 4-8-9 6-7 -15 5-10-12 5-10-12 6-7 -15 6-11 -5 0-2 -12 Plate Offsets (X,Y): [1:0 -1- 13,0 -2 -0], [9:0- 4 -0,0 -1 -15] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.42 12 -15 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.59 Vert(TL) -0.96 12 -15 >460 , 180 TCDL 7.0 Rep Stress !nor NO WB 0.71 Horz(TL) 0.14 9 n/a rile BCLL 0.0 Code' IBC2003/TPI2002 (Matrix) Weight: 204 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except* TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc puffins. 3 -6 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 5 -15, 5.12, 2 -17 WEBS 2 X 4 HF Std 'Except' 2-16 2 X 3 SPF Stud, 3-15 2 X 3 SPF Stud, 6-12 2 X 3 SPF Stud 8-11 2 X 3 SPF Stud REACTIONS (lb/size) 9= 1925/0 -5-8, 17= 2035/0-5-8 Max Horz17=- 30(load case 5) Max Uplift9=- 363(load case 5), 17=- 388(load case 5) Max Grav 2556(load case 3), 17= 2648(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 624/43, 2 -3=- 3703/504, 3- 4 = -66 /0, 3 -5 =- 3204/496, 5 -6 =- 3470/523, 6- 7 = -66/0, 6-8=- 4000/534, 8 -9 =- 4682/584, 9 -10 =0/57 • • BOT CHORD 1- 17= 0/433, 16- 17=- 305/3064, 15- 16=- 305/3064, 14- 15=- 303/3478, 13- 14=- 303/3478, 12- 13=- 303/3478, 11- 12=- 422/4043, - 9 -11 =- 422/4043 WEBS 2 -16 =- 229/93, 2 -15= 0/623, 3-15 =- 61/961, 5-15 =- 784/95, 5 -12 =- 528/55, 6 -12 =- 74/1000, 8-12 =- 628/173, 8 -11 =- 3/179, 2- 17=- 3209/444 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL 4. p f; BCDL=5 0p f; p ortPIDOxpB; enclosed; C-C Exterior(2); cantilever left and right ‹t-° G PR OFF exposed ; end vertical left and right exposed; 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. \� ,x 6 0 3) Unbalanced snow loads have been considered for this design. • 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ' . 1 - 6PE Sr. r 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. I. 8) A plate rating reduction of 20% has been applied for the green lumber members. iN 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 1: - �} -' • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ` /• - LOAD CASE(S) Standard FD `l Continued on page 2 - f EXPIRATION DATE: 06 -30 -08 September 28,2006 t l A WARNING • Verify design paranoia* and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 145 -7473 BETORE USE. fall Design vald for use only with MTek connectors. Ills design Is based only upon parameters shown, and is for an Individual building component. Applcablbty of design paramentors and proper incorporabon of component is responsiblf y of building designer- not two designer. Bracing shown MiTek. Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construe ton Is the responsibility of the erector. Additional pennanenf bracing of the overall structure Is the responsblltyol one bulkling designer. For general guidance regarding fabrication. cruelty control storage, delvery, erection and bracing consult ANSI/TP11 Qualify Critert DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Site 109 Safety Information available from True Plate Institute, 583 D'Ono trio Drive, Modisdn. WI 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939768 608266 D6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:14 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3 -4= -64, 3 -6 = -64, 6- 7 = -64, 6- 10 = -64, 1- 15 = -20, 12- 15=- 60(F =-40), 9- 12 = -20 • • • • • • • • AI WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE M0-7473 BEFORE USE. Design vald for use only with rvitok connectors. This design is based only upon parameters show. and is for an Individual building component. Appicablity of design paromentors and properincorporulon of component Is rosportsibllty of building designer- not truss designer. Bracing shown MiTek Is Mr lateral support of individual web rrnmbers only. Additional temporary Gacing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the respornibllty o f the building designer. for general guidance regarding _ _ • fabrication. quality control storage. deivery. erection and bracing. consult ANSI/TPtl Quality Criteria, DSB -89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety Irdormalon available from Truss Plate Institute, 583 D'l)notrio Drive. Madison. 94 53719. Giros Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939765 608266 DGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:15 2006 Page 1 I 7-6-1 151 7 -6-1 7-61 454 = Scale = 1:28.1 4 e • 3x4 i r, 3x4 6.00 12 3 1.5x; 411 1D 41/5x4 II 2 6 N 1 1111111111 7 lit 1 ii csi 17 c1 d 354 = 3x4 = 12 '--!.•------'----d- -.- .......-- B • 1.5x4 I I 1.5x4 I I 3x8 = 1.554 I I 1.554 I I • 7-6-1 I 10-7-9 I 15-0-1 I 7 -61 3-1 -8 4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) Na - Na 999 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) Na - Na 999 TCDL 7.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 9 Na Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 62 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G • TOP CHORD Structural wood sheathing directly applied or 10 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF Stud *Except* 4- 102X4HFStd OTHERS 2 X 4 HF Std REACTIONS (lb/size) 1(1195/6-3-0, 11= 533/6 -3 -0, 9= 533/6 -3-0 • Max Uplift10=- 20(load case 5), 11=- 259(Ioad case 5), 9=- 259(load case 5) Max Grav10= 195(Ioad case 1), 11= 1067(load case 2), 9= 1067(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 269/609, 2 -3 =- 241/653, 3-4 =- 171/402, 4-5=- 171/402, 5-6=- 241/653, 6 -7 =- 269/609 BOT CHORD . 1- 12= -498/270, 11- 12=- 498270, 10-11=-498/270, 9 -10 =- 498/270, 8- 9= -498/270, 7 -8=- 498/270 WEBS 4 -10 322/113, 3-11=-740/240, 2 -12=- 129/34, 5-9=-740/240, 6-8=- 129/34, 3 -1 321285, 5 -10 =- 321/285 NOTES . 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q E D PR OFeI 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. tl s 7) Gable studs spaced at 2 -0-0 oc. \� 0NG( F9 i0 8) A plate rating reduction of 20% has been applied for the green lumber members. �C� � j . 9) Non Standard bearing condition. Review required. 1 " . 6PE '9_ 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard in l iii FDGNG ' • EXPIRATION DATE: 06 -30 -08 September 28,2006 I. 1 A WARNING. Verify design parameters and READ NOTES ON 7788 AND INCLUDED MITER REFERENCE PAGE MD- -7473 BEFORE USE. Design veld for use only WW1 MiTek connectors. This design is based only upon par amoten shows, and is for an Individual building component. Appicabllty of design paresmenters and proper lncorporalon of component is responstblity of building designer - not truss designer. Bracing shown N1iTe Is for lateral support of individual web members only Additional temporary boxing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall sbuciure is the responstbily of The building designer. For general guidance regarding fabricators. cruelty control storage. deivery, erection and bracing. consult ANSI/TPll Quality Criteria. 058-89 and BCSII Bulking Component 7777 Greenback Lane. Sprite 109 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, NA 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1.11 R22939777, 608266 El CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:18 2006 Page 1 1 7-4-8 I 14-6-10 14.11 -9 19-4 -8 23-9 -7 24-2 -6 31 -4-8 I 38-10-8 3?-10- 7 -4-8 7 -2 -2 0-4 -15 4 -4-15 4-4-15 0-4-15 7 -2 -2 7-6-0 1-0-0 Sole= 1:67.9 5x10 = 1�51G�4 II 5x10 = 3 4 5 . O. r 6.00 I 12 3x4 1:".- 3x4 2 1 - a 14 • 12 • 2 5-1 b 10 T,8 d 1 2 - 6 10 • vs 7 _ m T '' .a _ 8 m d _ ) d 3x12 = 15 14 13 12 11 10 9 3x10 = 1.5x4 I I 3x4 ==3x6 = 3x8 = 3x4 = 1.5x4 I I 3x6 = I 7-4-8 14-6-10 I 19-4 -8 I 24-2-6 I 31-4.8 I 38-10-8 I 7 -4-8 7 -2 -2 4-9-14 4-9-14 7 -2 -2 7-6-0 Plate Offsets (X,Y): 11:1 -0-0,0-0-121, [3:0 -5 -0,0 -1-41, [5:0 -5 -0,0 -1-41, [7:0- 10 -0,0-0-141 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 250 Plates Increase 1.15 TC 0.78 Vert(LL) -0.21 10-12 >999 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.48 9 -10 >958 180 TCDL 7.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.20 7 Na Na BCLL 0.0 Code IBC2003/rP12002 (Matrix) Weight: 178 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puffins. 3-5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 4 DF 1800F 1.6E WEBS 1 Row at midpt 2 -14, 5-12, 6 -10 WEBS 2 X 4 HF Std *Except* 2-15 2 X 3 SPF Stud, 4-12 2 X 3 SPF Stud, 6-9 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1615/0 -4 -0, 7= 1696/0 -5 -8 Max Horz1=- 25(load case 5) Max Uplift1=- 289(load case 5), 7=- 348(load case 5) Max Grav1= 2027(load case 2), 7= 2150(load case 3) - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 3771/549, 2 -3=- 2826/488, 3-4 =- 2394/492, 4-5=- 2394/492, 5 -6 =- 2828/487, 6 -7 =- 3773/543, 7- 8=0/49 BOT CHORD 1- 15=- 388/3212, 14- 15=- 388/3212, 13- 14=- 210/2392, 12 -13=- 210/2392, 11-12=-210/2394, 10-11=-210/2394, 9 -1 382/3217, 7- 9=- 382/3217 WEBS 2 -15= 0/317, 2-14=-915/200, 3 -14 =- 28/544, 3 -12 =- 15/595, 4 -12 =- 418/64, 5 -12=- 16/591, 5 -1 6 -10 =- 918/194, 6 -9 =0/317 NOTES . 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. �� 9 PR rs fs 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. E 3) Unbalanced snow loads have been considered for this design. c , GIN- - rS / O • 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. s ' 9 2 5) Provide adequate drainage to prevent water ponding. k, -y 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC 15 •6P E r 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 16 OR ' ExLW. - F OONG ' EXPIRATION DATE: 06 -30 -08 September 28,2006 a WARNDhG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RETERENCE PAGE MD -7473 BEFORE USE. mil Design void for use only with MTek connectors Ills design Is based only upon parameters shown, and is for an Individual building component. ApptcabNy of design pammenerss and proper Incorporation of componenl Is responsibilty of building designer- not buss deslasor. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary bracing to 'insure stability during constnrc ton Is the responsibility of the erector. Addtional permanent bracing of the overall shucture is the responslbilty of the bullring designer. For general guidance regarding lab ricalion, qudiy conlrot storage, delvery, erechon and bracing, consul ANSI/TPI1 Quality Criteria, D58-89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Onohto Drive. Madison, WI 53719. Citrus Heights. CA, 9500 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1-11 R22939773 608266 E2 CAL HIP 1 1 Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:19 2006 Page 1 16-11-9 - 7 -4-8 I 14-6-10 14.11 -9 I 19-4 -8 I 23-9-7 24 -6 31 -4-8 I 38 -10-8 1-10-18 7-48 7-p� 0.415 \\ 2 -4-15 4-4-15 3- 15 0-4-15 7 -2 -2 7-6-0 6= 1:67.9 T�0 12 5x8 ..o 5 8 1 II 5x8 If 3-5 4. 20 6 21 8-9 3x6 ': 3::: 3x4 i 3a+ ` 3x4 J 2 i6 6'6 7 -1= 7 10 • 1 -3 12 1x1- 1 11 12 :- cS �� = d 3x12 = • 19 18 17 16 15 14 13 3x10 = 1.5x4 I I 3x4 = 3x6 = 3x8 = 3x4 = 1.5x4 II 3x6 = I 7-4-8 I 14-6-10 I 16 -11 -9 l 19-4 -8 i 24-2 -6 I 31-4-8 1 38-10-8 7-4-8 7 -2 -2 2-4-15 2-4-15 4-9-14 7 -2 -2 7-6-0 Rate Offsets (X,Y): [1:1- 0- 0,0- 0 -12), (11:0- 10 -0,0-0-141 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.21 14-16 >999 240 MT20 185/144 (Roof Snow 25.0) Lumber' Increase 1.15 BC 0.78 • Vert(TL) -0.50 13-14 >932 180 TCDL 7.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.21 11 n/a n/a BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) Weight: 185 lb BCDL 10.0 ' LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except* TOP CHORD Structural wood sheathing directly applied or 2 -11 -1 oc puffins. 4-7 2 X 4 DF No.2 -G BOT CHORD • Rigid ceiling directly applied or 8 -0-6 oc bracing. BOT CHORD 2 X 4 DF 1800F 1.6E WEBS 1 Row at midpt 2 -18, 416, 7 -16, 10 -14 WEBS 2 X 4 HF Std *Except* • 2 -19 2 X 3 SPF Stud, 6-16 2 X 3 SPF Stud, 10 -13 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1760/0 -40, 11= 1841/0 -5-8 Max Horz1=- 25(load case 5) Max Upliftl=- 517(load case 5), 11=- 574(load case 5) Max Grav1= 2093(load case 2), 11= 2217(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2 =- 3899/1027, 2- 3=- 2978/974, 3-4 =- 2699/998, 4- 5=- 128/0, 4-20 =- 2466/1150, 6-20 =- 2466/1150, 6- 21=- 2466/1150, 7- 21=- 2466/1150, 7- 84- 12810, 7- 9=- 2701/998, 9- 10=- 2980/974, 10- 11=- 3901/1022, 11 -12 =0/49 BOT CHORD 1- 19=- 807/3319, 18- 19=- 807/3319, 17 -18 =- 679/2532, 16 -17 =- 6792532, 15-16=-679/2534, 14 -15=- 6792534, 13 -14 =- 803/3325, 11 -13=- 803/3325 WEBS 2 -19= 0/318, 2 -18=- 878/145, 4-18 =- 3/525, 4-16 =- 123/760, 6 -184- 452218, 7 -16 =- 128/756, 7 -14=- 2/529, 10 -14=- 882/141, 10 -13 =0/319 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end 2) TCLL: ASCE7 vertical left and right psi (flat roof exposed; now) Exp B; Fully Exp p grip DOL =1.33. � ���E IN Wei, • 3) Unbalanced snow loads have been considered for this design. C? t • , 2 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. zco 5) Provide adequate drainage to prevent water ponding. kr 157: E 1:... 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. . 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. N LOAD CASE(S) Standard • .- � 9 FDON NG G � EXPIRATION DATE: 06 -30 -08 September 28,2006 1 A WARNING • Ve �y design parameters. and READ NOTES ON MIS AND INCLUDED eDTEK REFERENCE PAGE m U -7473 BEFORE USE. �• Dos1(71 said for use only with MTok connectors this design Is hosed only upon parameters shown, and is for an Individual buiklIng component. Appicablity of design commenters and properincorporoion of component Is rosponsiblify of building designer- not truss designer. Bracing shown �iTe k" is for Lateral support of i1cltvk b ma tr ival we members only. Additional topary acing to unsure stability during construction In line responsibility of Inc erector. Additional permanent bracing of tie overall structure is the respon siblity of Bne building designer. For general guidance regarding ewsa....- fabrication, yuoity control storage, deivery, erection and bracing. consurl ANSI/7P11 Quality Criteria, DSB-89 and BCSIl Bulldng Component 7777 Greenback Lane. Suite 109 Solely INormation available tram Truss Plato Institute, 383 D'Orofrio Drive, Madison, wl 33719. Citrus Heights. CA 95610 • Job Truss Truss Type City Ply 608266 - -Oak Street - -Bldg 1-11 R22939774 608266 E3 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:55:21 2006 Page 1 I 5-10-6 I 14-6-10 14 918 - 9 191 -8 23-9-7 24 -6 32 -3-2 I 38-10-8 39 -10 . 5-10-6 8-8-4 0-4-15 4-0-0 0- 4-15 4-4-15 0-4-15 8-0-12 6-7 -6 1-0-0 Scale = 1:92.1 1.5x4 II 1.5x4 II • 1.5x4 I I 6.00 12 1.5x4 II 5x8 \\ 66_8 11 48 5x� 11560 = 3x4 5 1 9 3 ��77''�� 3x6 34 d \Y 13 .y vv 4x 2 15 ` 4-17 r: 15-1 g 24 • 4x12 :----- 8x16 MT2OH = 23 22 21 20 19 8x16 MT2OH = 4x12 5x10 MT20ft 3,4 = 3x8 = 1.5x4 II 3.00 12 5x10 MT2OH I 5-10-6 I 14-6-10 I 18 -11 -9 19 24-2 -6 I 32-3-2 38-10-8 5-10-6 8-64 4-4-15 0-4-15 4-9-14 8-0-12 6-7 -6 Plate Offsets (X,Y): (1:0 -0- 12,0 -1 -0], 12:0 -1- 12,0 -1 -81, 113:0 -6- 10,0 -1 -41, 116:0.0- 14,Edge], (18:0.8 -0,0 - 3.101, 119:0 -6- 12,0- 2 -12], 123:0 -6- 12,0- 2 -12], (24:0 -8-0,0.3-10] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.56 18-19 >823 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -1.22 18-19 >378 180 MT2OH 139/108 TCDL 7.0 Rep Stress lncr YES WB 0.90 Horz(TL) 0.79 16 n/a rVa BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 210 lb BCDL 10.0 LUMBER I TOP CHORD 2 X 4 DF 2400F 1.7E 'Except* TOP CHORD Structural wood sheathing directly applied or 2 -1 -8 oc purlins. Except: 5-13 2 X 4 DF No.2 -G 1 Row at midpt 5 -7, 10.13 BOT CHORD 2 X 4 OF 1800F 1.6E *Except* BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. 1 -24 2 X 4 OF 2400F 1.7E, 16-18 2 X 4 DF 2400E 1.7E WEBS 1 Row at midpt 5 -21, 13 -21, 2 -23 WEBS 2 X 4 HF Std *Except* 2 Rows at 1/3 pts 15-19 9-21 2 X 3 SPF Stud, 6 -7 2 X 3 SPF Stud, 10 -12 2 X 3 SPF Stud 2 -24 2 X 4 DF No.2 -G, 15 -18 2 X 4 DF No.2 -G, 3 -23 2 X 3 SPF Stud 3 -222X3 SPF Stud WEDGE Left: 2 X 4 SW No.3 REACTIONS (lb/size) 1= 1634/0 -4-0, 16= 1715/0 -5-8 Max Horz 1=- 23(Ioad case 5) Max Uplift1=- 282(load case 5), 16=- 341(load case 5) Max Grav1= 1971(load case 2), 16=2137(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 6615/901, 2 -3=- 3011/499, 3-4=-2557/484, 4-5=- 2534/492, 5 -6=- 111/59, 6-8= -13/0, 5 -7 =- 2239/557, 7 -9 =- 2239/557, 9 -1 2239/557, 10-13=-2240/556, 11 -12= -15/0, 12- 13=- 136/34, 13 -14=- 2507/487, 14 -15 =- 2853/471, 15- 16=- 6768/905, 16-17 =0/44 BOT CHORD 22 -23 =- 2592579, 21- 22=- 192/2247, 20- 21=- 1992228, 19.20 =- 199/2228, 1 -24 =- 738/5900, 23 -24 =- 737/5893, 18-19=-740/6040, WEBS 5 22=- 89/660,, 5-21=-32/673, 6 9 -2 =431/96, 13- 21=- 159/647, 13- 20= 0/81, 6-7=-195/58, 10- 12=- 153/37, 2- 24=- 2962941, t��N P N , F�t ics 15-18=-285/3022, 3-23= 31/425, 3-22 =- 688/142, 2- 23=- 3565/513, 13-19=-58/599, 15 -19=- 3942/566 0 NOTES Ct 15 APE 17 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 4 2) TCLL: ASCE 7 -98; P1==25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 _ 3) Unbalanced snow loads have been considered for this design. . igN- . 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. di cb lip 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 9F Q O N G 4.) B This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. C6 ntinued on page 2 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 1 WARNING • VeriJtr dal parametme and READ NOTES ON TIES AND INCLUDED MITER RETERENCE PAGE Md•7473 BEFORE USE. • Design void for use only with MTek connectors this design is bawd only upon parameters shows, and is for an individual building component. Appocabltty of design paramentors and properfrxorporaion of component Ls rosponsiblity of building cosigner - not truss designer. Bracing shown Mi Tek Is for latorol support of individual web member s orgy. Additional temporary bracing fo insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is tie responsibiiy of the building designer. For general guidance regarding fabrication, quafty control storage, deive y, erection and bracing, coruuti ANSI/TPII Oudly Criteria. D5B-89 and BCSI1 Butldng Component 7777 Greenback Lane. Suite 109 Safely Information avoltahb from Truss Plato Institute, 583 D•OOnohio Drive, Madison. 94 33719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 --Oak Street -Bldg 1 -11 R22939774 608266 E3 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:21 2006 Page 2 NOTES 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing at joint(s) 1, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard . • • • • • • • • • • s • A WARNING . Verify design parameters and READ NOTES ON TB7S AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE Design void for use only with MTok connectors This design Is based only upon parameters shown, and is for an Individual building component. Appfcablhty of design pammenters and proper lncorporofion of component is rosponsIbllty of building designer- not truss designer. Bracing shown MiTek. Is for lateral support of Individual web members onty. Additional temporary Pacing to Insure stability during construction Is the responsibility of the erector. Additonal permanent bracing of the overall structure is the responsibily of Me building designer. For general guidance regarding • fabrication, wally control storage, delivery, erection and bracing, cormsuf ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information avaflabb from Truss Plate Institute, 583 D'Onohto Drive, Madison, WI 53719. Citrus Heights, CA, 95610 • l Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R2 293977 5 608266 E4 ROOF TRUSS 5 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:22 2006 Page 1 I 5-10-6 I 11-4-12 I 19-4-8 I 26-1-4 I 32-3-2 38-10 -8 310 5-10 -6 5-6-6 7-11-12 6-8-12 6-1 -14 6-7 -6 1-0-0 5x6 = Scale = 1:75.4 6.00 12 5 . ' L134 6 3x6 A 6x8 Q • 2 14 8 • ` ms's 7 -10 6 k, 6 „ �' lal — 10x12 MT20H = 1 0x10 MT2OH = 4x12: 15 14 13 12 4x12 8x10 MT2OH = 4 = 4x4 = 8x10 MT2OH = 3.00 Fli I 5-10-6 I 11-4-12 I 1586 I 19-4-8 I 23 0 ,0 I 26-1-4 I 32-3-2 I 38-10-8 I 5-10-6 5-6-6 4-3-10 3-8-2 3-8-2 3-0-10 6-1 -14 6-7 -6 Plate Offsets (X,Y): [1:0- 1- 7,0- 0 -12], [9:0- 2 -0,0-0-5] - LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.54 11 -12 >859 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -1.16 11 -12 >399 180 MT2OH 139/108 TCDL 7.0 Rep Stress !nor NO WB 0.90 Horz(TL) 0.66 9 Na n/a BOLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 208 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5 2 X 4 DF 1800F 1.6E, 5 -7 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. . BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 2 -15, 4-14, 6 -13 12 -15 2 X 6 DF No.2 • 2 Rows at 1/3 pts 8 -12 WEBS 2 X 4 HF Std *Except* 2-16 2 X 4 DF No.2-G, 4-15 2 X 3 SPF Stud, 4-142 X3 SPF Stud 6-13 2 X 3 SPF Stud, 6-12 2 X 3 SPF Stud, 8-11 2 X 4 DF No.2 -G REACTIONS (lb/size) 1= 1757/0 -4-0, 9= 1838/0 -5-8 ' Max Horz1=- 27(load case 5) Max Uplift1=- 327(load case 5), 9=- 386(load case 5) Max Grav1= 2126(load case 2), 9= 2292(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2 =- 7163/1059, 2- 3=- 3431/609, 3-4 =- 3211/612, 4-5=-2822/591, 5-6 =- 2799/607, 6- 7=- 3021/594, 7-8 =- 3283/582, 8 -9 =- 7312/1056, 9- 10=0/52 BOT CHORD 1 -16 =- 880/6411, 15 -16 =- 876/6395, 1415 =- 367/2981, 13- 14=- 168/1950, 12- 1 328/2812, 11 12= - 869/6534, 9 -11= -874/6545 WEBS 2-16=-344/3032, 2 -15=- 3664/545, 4 -15=- 17/388, 4 -14 =- 1027/237, 5 -14 =- 164/1208, 5 -13=- 186/1384, 6 -13=- 1065/222, 6 -12=- 35/460, 8 -12=- 3994/581, 8 -11 =- 332/3144 NOTES ��E PR OFFS 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right \�'< N N , lS' j O exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. / 9 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 E sc , Ir / - 3) Unbalanced snow loads have been considered for this design. 15 6PE 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ag AIL 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 8) A plate rating reduction of 20% has been applied for the green lumber members. *•�sid ■ C3 i 9) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,` . .., ; sr � , of bearing surface. . 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9 � D O N G .4\- 11 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Co on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 r , a WARNDWO • Verify design penoraetena and READ NOTES ON 77118 AND INCLUDED hUTEK RE 'ERENCE PAGE M71.7473 WORE USE M Design void for use only with MTek connectors. This design Is based only upon nominators shows. and is for an eedividuol bui flrg component. Applicability of design parementors and proper Incorporation of component Is responsibility of building designer- not truss designer. Brodng shown _ iTe k Is for toted support of individual web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fatxicatiorn, cruelly control storage. delivery, erection and bracing, consul ANSI/TPII Qualify Criteria, DSB•89 and BCSII Butldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. W4 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R2293977� 608266 E4 ROOF TRUSS 5 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:22 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -64, 5- 10 = -64, 1- 16 = -20, 15-16=-20, 14- 15 = -20, 13- 14=- 60(F = -40), 12- 13 = -20, 11- 12 = -20, 9- 11 = -20 • • • • • • • • • • • • 1 e Ak WARNING • Verify deign para means and READ NOTES ON E7DS AND INCLUDED ICIER REFERENCE PAGE M1.7473 BEFORE USE D Niff esign veld for use only with MTOk connectors. This design Is based only upon parameters shown, and is for an Individual bulking component. Applcabliy of design parcrmonters and properincorposo Eon of component is responsibility of building designer - not truss designer. Bracing shown IVIiTek Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the msporrslbility of the erector. Additional permanent bracing of the overall structure Is the respongbllly of Bse building designer. for general guidance regarding PGA. re eeeremer • fabrication. quoit) control storage. delvery, erection and bracing, consult ANS17TPI1 Quality Criteria, 058.89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onokio Drive, Madison, lid 33719. Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608266 - -Oak Street- -Bldg 1.11 R22939776 608266 E5 ROOF TRUSS 1 1 I Job Reference (optional) BMC West-Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:24 2006 Page 1 I 5 I 11-4-12 I 19-4-8 I 26-1-4 I 32-3-2 3B-10-8 3? 10 5-10-6 5-6-6 7 -11 -12 6-8-12 6-1-14 6-7 -6 1-0-0 5x6 = Scale = 1:75.4 6.00 FF 5 3 - 5 S7 J . , 3x4 3x4 6 3x6 3 3x6 4 5•, 13 7 6x8/ • `6x8 2 14 0.7 • ' 2 8 .s! '4' -10 II 8, S` PPM 1 D o 4 96 11 9 ,0 , ...1 ...1 -- SI• r it CS 4x12 10x12 MT2OH = 10x10 MT2OH = 4x12 15 14 13 12 8x10 MT2OH= 4 = 4 = 8x10 MT2OH= 3.00 1 I 5-10-6 I 11-4-12 I 15-8-6 I 19-4-8 3 2310 I 26-1-4 I 32 -3-2 I 38-10-8 I 5-10-6 5-6-6 4-3-10 38-2 3-8-2 3-0-10 6-1 -14 6-7-6 Plate Offsets (X,Y): [1:0- 1- 7,0 -0-12], [9:0- 2 -0,0.0 -5] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.54 11 -12 >859 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -1.16 11 -12 >399 180 MT2OH 139/108 TCDL 7.0 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.66 9 n/a rata BCD, 10.0 Code IBC2003/TP12002 (Matrix) Weight: 208 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5 2 X 4 DF 1800F 1.6E, 5 -7 2 X 4 OF No.2 -0 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 2 -15, 4-14, 6 -13 12 -15 2 X 6 DF No.2 2 Rows at 1/3 pts 8 -12 WEBS 2 X 4 HF Std *Except* 2.162X4OFNo.2 -G, 4-15 2 X 3 SPF Stud, 4-14 2 X 3 SPF Stud 6. 132X3SPF Stud, 6- 122X3SPF Stud, 8- 112X4DFNo.2 -G REACTIONS (lb/size) 1= 1757/0 -4-0, 9= 1838/0-5 -8 Max Horz1=- 27(Ioad case 5) Max Upliftl=- 327(load case 5), 9=- 386(load case 5) Max Grav1= 2126(load case 2), 9=2292(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 7163/1059, 2 -3 =- 3431/609, 3-4 =- 3211/612, 4 -5 =- 2822/591, 5-6 =- 2799/607, 6 -7 =- 3021/594, 7 -8=- 3283/582, 8- 9=- 7312/1056, 9 -10 =0/52 BOT CHORD 1- 16= -880/6411, 15- 16=- 876/6395, 14 -15 =- 367/2981, 13 -14- 168/1950, 12- 13=- 328/2812, 11- 12=- 869/6534, 9- 11= -874/6545 WEBS 2- 16=- 344/3032,2 -15 =- 3664/545,4 -15=- 17/388,4 -14 =- 1027/237,5 -14 =- 164/1208,5 -13=- 186/1384,6 -13 =- 10651222, 6- 12=- 35/460, 8- 12=- 3994/581, 8 -11 =- 332/3144 NOTES ��ED PR OFF 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right � NG] r / f exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. ,-, 9 2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 [ r r 9 3) Unbalanced snow loads have been considered for this design. � 15(• 6PE f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. NIS • 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. -�� ,� . ill 8) A plate rating reduction of 20% has been applied for the green lumber members. --l' O ' 9) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity - RY 25' of bearing surface. • . 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . r qv � J 11 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 r • WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED am REFERENCE PAGE MII -7473 BEFORE USE. M . Design void for use only wMlh M1Tok cone tors TMs design Is based only upon WI anselon shown, and is for an individual building component. Appbcabliy of design pan - metiers and properincorporalon of component is responabllly of building designer - not Truss designer. Bracing shown M iTek• is for lateral supped of individual web members only. Additional tempo!ary d acing to inure slabliy during consttuc lion Is she responsibllly of the erector. Additional permanent bracing of the overall suuclure is the responsibily 01 the building designer. For general guidance regarding fabrication, gushy conlroL storage, deivery, erection and bsacvsg, coruutl ANSI/TPI1 Gudiy Criteria, DSB-89 and 8C1I1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrto Institute, 383 D'Oro trio Drive, Madison w1 53719. Citrus Heights. CA 95610 A Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 - 11 822939771 608266 E5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:24 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -64, 5- 10 = -64, 1- 16 = -20, 15- 16 = -20, 14- 15 = -20, 13- 14=- 60(F = -40), 12- 13 = -20, 11- 12 = -20, 9- 11 = -20 • • • • • • • • • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6IITEIC RETERESCE PAGE MD -7473 BEFORE USE ' Design void for use only with MTok connectors. This design Is based only upon tararnoten shown. and Is for an Individual building component. Appficabifity of design paramenfers and proper incorporafion of component b responsibility of building designer- not truss designer. Bracing shown IVdiTek Is for lateral wpport of individual web members only. Additional temporary bracing to insure sfablfiy true during cons Bon Is the responsibiiy of the erector. Additional permanent bracing of the overall structure is the resportsibllty o l the building designer. For general guidance regarding PCIVIril re penmen.- lubrication. quaiy control storage. deivery. erection and bracing, consult ANSI/P11 Quality Criteria, D56-89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety IMormalon available from Truss Plate Institute, 583 D'Ono trio Drive, Modison, WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 608266 EGE ROOF TRUSS 1 1 R22939777 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:25 2006 Page 1 I 7 -6-0 I 15 7 -6.0 I 7-6-0 4 54 = Scale = 1:28.1 4 3 1.554 II dem 1.5x4 II 6.00 1 5 . 1.5x4 II 1-0 6 4 1 / 5x4 11 2 6 ■ 1 7 3x4= . !- ••-- •---• ---... .. . !.w:!4:•:!:!:!:!:•:!:!:!:!:!:1:!:!:!:•::::::!:!:!:!:!:!:!:!:!:!:!:!:•:!:!:!:!:-:.!:!:!:! ...- --'-'- •--•.•'- .•'- . .. . ..-. .-.•.-. ....... .... . 1.554 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.554 II 3x4 = I 15-0-0 15-0-0 LOADING (psf) 25 0 SPACING 2 -0 -0 CSI DEFL in (bc) I /dell Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - Na 999 BCDL 0.0 Rep Stress Incr YES WB 0.05 Holz(TL) 0.00 7 rt/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 1= 129/15 -0 -0, 7= 129/15 -0-0, 10= 175/15 -0-0, 11= 114/15 -0-0, 12= 300/15 -0 -0, 9= 114/15 -0-0, 8= 300/15 -0 -0 Max Uplift1=- 17(load case 5), 7=- 17(load case 5), 11=- 32(load case 5), 12=- 95(load case 5), 9=- 32(load case 5), 8=- 95(load case 5) Max Grav1= 176(load case 2), 7= 176(load case 3), 10= 175(load case 1), 11= 171(load case 2), 12= 417(load case 2), 9=171(load case 3), 8=417(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 89/66, 2 -3 =- 77/55, 3-4- 60/86, 4 -5 =- 60/86, 5-6=- 77/55, 6 -7= -89/66 BOT CHORD 1- 12=0/41, 11- 12=0/41, 10 -11 =0/41, 9- 10= 0/41, 8- 9=0/41, 7-8 =0/41 WEBS 4 -1 124/0, 3- 11=- 158/53, 2 -12=- 315/114, 5-9=- 158/53, 6.8 =- 315/114 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; Pr =25.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5 ) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. \F,5 _co PR OF FS B) Gable studs spaced at 2 -0-0 oc. 9) A plate rating reduction of 20% has been applied for the green lumber members. G� �' 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C^� N 9 2 LOAD CASE(S) Standard ZrJ' 6PE 9r Al V MIN • . .4V T ,�� / qRY 2 9F OONG �J EXPIRATION DATE: 06 -30 -08 • September 28,2006 • 1 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER TER REFERENCE PAGE MII -7473 BEFORE US E Design void for use only with MTek tonne tors. This design Is based only upon parametern shown. and is loran Individual building component. Appicablity or design pammenters and proper lncorporaion of component Is nnsporlsiblly of building designer - not truss designer. Bradng shown MiTek. is for lateral support of Individual won members only. Additional temporary bracing to insure' stability during construction is Be responsibility of the erector. Additional pemlonent bracing of Be overall structure is the resporlsiblly of the buiklosg designer. For general guidance regarding fabrication, cruelty control storage, deivery, erection and bracing, consult ANSI/TPll Quality Criteria, 098.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety ldormaion available from Truss Plain Inslitule. 583 D'Onohio Drive, Madison. IM 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street —Bldg 1 -11 R22939778 608266 F1 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:26 2006 Page 1 1 1-0-0 6 -10-5 I 13-2 -3 I 19-6-0 I 25-9-13 I 32 -1 -10 1 39-0-0 90-0 -0 1-0-0 6-10-5 6-3-13 6-3-13 6-3-13 6-3-13 6-10-6 1-0.0 - Scale = 1:71.6 5x5 = 6.001 6 • 4-6 68 3x4 i 3x4 3x6 % 5 7 3x6 4 0 615 8 4x6 % 3x5 3 15 7 -1 9 14 11 rn 1 2 � r . 10 11 es id 4x8 = 4x10 = 18 17 16 15 14 13 12 3x8 • 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 1.5x4 - 1 2-0-0 2 13-2 -3 I 19-6-0 I 29-6-5 I 39-0-0 I • 2-0-0 012 10-5-7 6-3-13 10-0-5 9-5-11 Plate Offsets (X,Y): 12:Edqe,0-0-21, f10:0- 0- 7,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.28 12 -13 >999 240 MT20 185/144 (Roof Snow 25.0), Lumber Increase 1.15 BC 0.94 • Vert(LL) -0.92 12 -13 >472 180 TCDL 7.0 Rep Stress Incr YES WB 0.84 Hotz(TL) 0.15 10 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 184 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. WEBS 2 X 4 HF Std *Except' WEBS 1 Row at midpt 5 -15, 7 -15, 3 -18 5-17 2 X 3 SPF Stud, 7-13 2 X 3 SPF Stud, 9-12 2 X 3 SPF Stud REACTIONS (lb /size) 18= 1810/1 -5 -8, 10= 1589/0 -5-8 Max Uplifti8=- 445(load case 5), 10=- 334(load case 5) Max Grav18= 2297(Ioad case 2), 10= 2070(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2- 3= 332/719, 3-4=- 2305/385, 4 -5 =- 2034/407, 5-6=- 1712/424, 6- 7=- 1826/424, 7-8=-2446/460, 8-9 =- 2717/439, 9 -1 3866/433,10 -11 =0/49 BOT CHORD 2- 18=- 501/366, 17 -18=- 210/1874, 16- 17=- 156/1927, 15 -16 =- 156/1927, 14 -16=- 2042296, 13-14=-204/2296, 12 -13 =- 3912986,10 -12=- 292/3293 WEBS 3-17=0/279, 5-17=0/281, 5 -15 =- 777/133, 6 -15 =- 205/1068, 7-15=-1164/203, 7 -13 =- 1/555, 9-13 =- 778210, 3 -18=- 3060/742, 9- 12=0/623 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 � � 0 PR 0 FS 3) Unbalanced snow loads have been considered for this design. OF 6-,, This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. c' � N G(J . : n 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 19 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. • kr 7) A plate rating reduction of 20% has been applied for the green lumber members. ct 157 rr • PE 9 r 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • A ` . ps 41 i - -DONG J EXPIRATION DATE: 06 -30 -081 September 28,2006 I i A WARNING • Verify design parameters and READ NOTES ON TArS AND INCLUDED SUER REFERENCE PAGE ME-7473 BEFORE UST Bill Design valid tor use only with MTek connectors. This design Is based only upon parameter shovan. and Is for an Individual building component. Applcablfiry of design paromonters and properincorporafion of component is rospons4Wlty of building designer - not truss designer. Bmdng shown MiTek. Is for lateral support of individual web members only. Additional temporary dicing to insure stabity during construction Is the responsibility of the erector. Additional pemsanent bracing of the overall structure is the responsibllly ol are building designer. For general guidance regarding • fabrication. quaiy control storage, delivery, election and bracing. coruut ANSI/TPI1 Crudity Criteria, 018.89 and 8C3I1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information ovallahle from Truss ?kite Institute. 383 D'Onofiio Drive. Madison. W 33719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R229397791 608266 F2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:27 2006 Page 1 • 1 1 -40 2-5-8 I 7 -2 -12 I 12-0-0 i 19-6-0 i 27 -5-12 I 33-0-2 I 39.0-0 10-0-1) b 1 -0-0 2-5-8 4-9-4 4-9-4 7-6-0 7 -11 -12 5-6-6 5-11 -14 1-0-0 Scale = 1:72.3 5x5 = 7 6.00 12 ' • 5-7 7-9 3x4 i 3x4 3x6 i 5 6 3x6 F t5 3x4% 9 4 s''' 6x8 7 / ' 4 10 4x12 t -5 4 7 it 3 IPA 2 � � :� .1 � 1 11 124 - 1 / r , 8 13 s� ]6 4x5 = 6x10 = 10x12 MT2OH = 19 17 16 15 14 4x12 6x6 = 6x6 = 4x4 = 4x4 = 8x10 MT2OH = 3.00 FIT 2-0- 02 7-2-12 I 12-0 -0 I 15314 I 19-6-0 I 23-2 -2 I 27 -5-12 I 33-0-2 I 39-0-0 I 2-0-0 0-5-8 4-9-4 4-9-4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5 -11 -14 Plate Offsets (X,Y): [11:0- 5 -0,0.2 -0], (17:0- 3- 0,0 -3-8], ]18:0- 4- 4,0 -4-41 (19:0- 3 -0,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (leer) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.47 13 -14 >930 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.93 13-14 >469 180 MT20H 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.44 11 n/a rl/a BCLL 00 Code IBC2003/TPI2002 (Matrix) Weight: 213 lb BCDL 10.0 LUMBER • BRACING . TOP CHORD 2 X 4 DF 2400F 1.7E `Except* TOP CHORD Structural wood sheathing directly applied or 1 -11 -14 oc purlins. 5-7 2 X 4 DF 1800F 1.6E, 1 -5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD 2 X 6 DF No.2 *Except* 6 -0-0 oc bracing: 2- 19,18 -19. 13 -14 2 X 6 DF 2400F 1.7E, 11 -13 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 4 -17, 8-15, 10-14 WEBS 2 X 3 SPF Stud 'Except* 3-182 X4OFNo.2 -G,7 -162 X 4 HF Std, 7-15 2 X 4 HF Std 10 -14 2 X 4 HF Std, 10 -13 2 X 4 DF No.2 -0 REACTIONS (lb/size) 19 1957/0 -5-8, 11= 1726/0.5 -8 Max Horz 19= 1(load case 5) Max Upliftl9=- 471(load case 5), 11=- 360(load case 5) Max Grav19= 2515(load case 2), 11= 2270(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/54, 2- 3=- 162/245, 3-4 =- 3779/479, 4- 5=- 2756/460, 5-6=- 2552/476, 6- 7=- 2484/512, 7-8 =- 2745/533, 8-9=- 3156/552, 9 -1 3392/540, 10 -11 =- 7165/943, 11 -12 =0/52 BOT CHORD 2- 19=- 210/180, 18- 19=- 320/233, 17- 18=- 323/3361, 16- 17=- 232/2391, 15-16=-118/1847, 14 -15 =- 3132939, 13 -14=- 771/6395 ,11 -13=- 774/6409 WEBS 3 -19=- 2124/391, 3 -18=- 526/3535, 4 -18= 0/683, 4 -17 =- 1096/99, 6-17 =- 108/86, 6 -16 =- 606/147, 7 -16 =- 101/929, 7- 15=- 161/1277, 8 -15=- 1090232, 8 -14 =- 16/409, 10 -14 =- 3711/491, 10- 13=- 289/3023 NOTES �,�E. PD 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right c NG] 1 6> exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. ,- / 9 2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 ,1 • y 7 3) Unbalanced snow loads have been considered for this design 1 / 66P 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) plates are ui plates unless otherwise This indicated. ` r 7) This truss requires res the plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. f gri 8) A plate rating reduction of 20% has been applied for the green lumber members. S +t�► 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �� 1Li� i bearing surface. • 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. FDONG `l 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTER' REFERENCE PAGE MD 7473 BEFORE USE. Design void for use only with Welk connectors. This design is bosod only upon parameters shown. and is for an Individual building component. Apptcablhy of design paromonters and properincorporefion of component Is rosponsbty of building designer- not truss designer. Bracing shown sho MiTek' Is for lateral supped of individual web numbers only. Additional temporary bracing to insure stability awing construction Is she responsibility of the erector. Addllional permanent bracing 01 11re overall structure is the responsbiity of the building designer. For general guidance regarding lubrication. quality conlroL storage, delivery, erection and bracing. corsuO ANSI/tPl1 Quality Criteria, DSB•89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Inlormafion available from truss Plate Institute, 583 D'Onotrio Dnvo, Madison. WI 33719. Cirrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1.11 R22939771 608266 F2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:27 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Veil:1 -7 =- 64,7- 12 = -64, 2- 19=- 20, 18- 19=- 20, 17- 18=- 20, 16- 17=- 20,15- 16=- 60(F =- 40),14- 15 = -20, 13- 14=- 20,11- 13 = -20 • • • • • • • • • • • • • • . WARNA'O • VeriJ I design parameters and READ NOTES ON THIS AND INCLUDED MITER REFER179CE PA OE MIT-7473 BEI USE Design void for use only vNth Wok connectors. TMs design Is based ony upon paramotors shown, and is for an Individual building component. Appicablay of design commenters and propertncorporalon of component Is responsiblityof building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web rmmtwr s only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of Ore overall structure Is the responsibily of the building designer. For general guidance regarding ,a,„r,, ,o .ee,ae.., fabrication. yualy control storage, delvery, erection and txac'vsg, consult ANSVTPI1 Quality Criteria, DSB439 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Ono trio Drive, Madison, W 33719. Citrus Heights. CA 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1 -11 R2293978C 608266 F3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:29 2006 Page 1 - -0-0 2-5-8 I 7 -2 -12 I 12 -0-0 I 19-6-0 ) 27-5-12 I 33-0 -2 I 39-0 -0 4 -0-0 1-0-0 2-5-8 4-9-4 4-9-4 7 -6-0 7 -11 -12 5-6-6 5 -11 -14 1 -0-0 5x5 = Scale = 1:77.5 6.00 12 7 • 5-7 7 -9 3x4 3x4J 3x6 • 6 8 3x6 4x10 7 -1• _ • 5 9 q ` �;. • 16 4 e V 6x8 •` •10 4x12 •i y 3 1 • 141 y 12 mu ., . � 1 , ii .... • 00111 1111.1111111111111— 2 1 �, 13 _" 5x10 1 8x12MT2OH= 17 16 15 14 10x12MT20H— 4x12 4x5 = 6x6 = 6x6 = 4x4 = 4 = 8x10 MT2OH 2 -5-8 3.00 I 12 0 I 7 -2 -12 I 12 -0-0 15-9-14 I 19-6-0 I 23-2 -2 I 27-5-12 I 33-0 -2 I 39-0-0 I 0 - 4 - 8 4 - 9 - 4 4 - 9 - 4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5 -11 -14 2 -1-0 Plate Offsets (X,Y): [2:0- 3- 12,0.2 -0), [2:0- 5- 7,Edge), [11:0- 1- 4,0-0-5), [17:0 -3 -0,0- 3-121 [19:0- 3 -0,0 -3 -8[ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.51 13-14 >911 240 MT20 185/144 (Roof Snow 25.0) Lumber I ncrease 1.15 BC 0.94 Vert (TL) -1.03 13-14 >448 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.51 11 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight: 215 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except* TOP CHORD Structural wood sheathing directly applied. 5-7 2 X 4 DF 1800F 1.6E, 1 -5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF No.2 'Except' WEBS 1 Row at midpt 4 -17, 6-16, 8 -15, 10-14 17 -18 2 X 6 DF 2400F 1.7E, 13 -14 2 X 6 DF 2400F 1.7E 11 -13 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud *Except*. 4-182 X 4 OF No.2-G, 4-17 2 X 4 HF Std, 7-16 2 X 4 HF Std 7 -152 X4HFStd, 10-142 X4HFStd, 10 -132 X4DFNo.2 -G SLIDER Left2X4HFStd1 -6-8 REACTIONS (lb/size) 2= 1842/0 -9-4, 11= 1834/0 -5-8 Max Horz2=1(load case 5) Max Uplift2=- 389(load case 5), 11=- 384(load case 5) Max Grav2=2370(load case 2), 11= 2361(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/57, 2 -3 =- 4468/631, 3-4 =- 5830/840, 4-5=- 3450/582, 5-6 =- 3247/599, 6-7 =- 2933/591, 7-84- 2947/587, 8 -9 =- 3359/606, 9 -10=- 3595/594,10 -11 =- 7516/1037,11 -12 =0/52 BOT CHORD 2- 19=- 509/3888, 18- 19=- 512/3923, 17 -18 =- 655/5255, 16- 17=- 340/3006, 15- 16=- 167/2028, 14 -15=- 361/3121, 13-14=-856/6712, 11-13=-859/6727 WEBS 3- 19=- 824/173, 3 -18 =- 139/1292, 4-18 =- 2152196, 4-17 =- 2612/365, 6-17 =- 28/401, 6-16 =- 1002/217, 7 -16 =- 165/1293, 7 -184- 160/1275, 8-15=-1092/233, 8 -14=- 16/411, 10- 14=- 3856/530, 10 -13 =- 326/3164 . \t1�°) PR OF f NOTES c \ � ( .-v. 9 / O 2 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right � !! � exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. Ct 157:f. • PE r 2) TOLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` � 6) All plates are MT20 plates unless otherwise indicated. .* ,_ Cb 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. -- 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of .DONG'J bearing surface. Continued on page 2 • ( EXPIRATION DATE: 06 -30 -08 September 28,2006 I WI I MITES AI WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED PAGERS-7473 BEFORE USE Design veld for use only with Wok connectors. This design Is based only upon mucuneten shown, and Is for an Individual building component. p, Applicability of design paenlers and proper incorporabon of component is rosponsiblity of building designer. not huts designer. Bracing shown MiTek. k Is for lateral support of individual web members only. Additional temporary bacing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure rs the responsibilly of the building designer. For general guidance regarding Lubrication. cruelty control storage, delvery, erection and bracing, consult ANSI/fall Quality Criteria, DSB-89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Ono hio Drive, Madison. lid 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1-11 608266 F3 ROOF TRUSS 1 1 R22939781 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 M7ek Industries, Inc. Thu Sep 2810:55:29 2006 Page 2 NOTES 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 7 = -64, 7- 12 =-64, 2- 19 = -20, 18- 19 = -20, 17- 18 = -20, 16- 17 = -20, 15.16=- 60(F = -40), 14- 15 = -20, 13- 14 = -20, 11- 13 = -28 • • • • • • • • r 1 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REI'ERENCE PAGE M17-7473 REPOSE USE. Design void for use only with Wok connectors This design Is based only upon parameloh shown, and is for an Individual building component. App&bbllity of design paramenlers and proper incorporation of component Is responstbllty of building designer - not truss designer. Bracing shown IVIiTek� is for lateral support of individual web remixes only. Additional tomposc y bracing to Insure stability during conslwcrlon Is the responsiblJlfy of the erector. Addlliorwl permanent bracing of the overall shuclure is the responsibilty of the building designer. For general guidance regarding fabrication, quality conhot, storage, delvery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB419 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. kit 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1.11 R22939781 608266 F4 ROOF TRUSS 3 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:30 2006 Page 1 - -01 2 -5-8 I 7 -2 -12 I 12-0-0 I 19-6-0 I 27 -5-12 I 33-0-2 I 39-0-0 4p-o-p 1-0-0 2-5-8 4 -9-4 4 -9-4 7 -6-0 7 -11 -12 5-6-6 5-11 -14 1 -0-0 5x5 = Scale = 1:77.5 6.00 1 7 57 7 -9 3x6 3x4 • 3x4 .% J 3x6 6 5x8 5 9 4 y am,., 6. 7 8- 4 6x8 10 3x4 * 1-5 7 �. • 12 3 10;1 i iIM 0 d 8 - _. 13 4x10 -; 10 x 12 MT 2 OH = 19 8x12 MT20H= 17 16 15 14 4x12 6x6 = 6x6 = 4x4 = 4 = 8x10 MT2OH = 3.00 I 12 1 2 -5-8 1 7 -2 -12 1 12 -0-0 I 15-9-14 I 19-6-0 23-2-2 I 27-5-12 I 33-0-2 I 39-0-0 1 2 -5-8 4 -9-4 4-9-4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5-11 -14 • Plate Offsets (X,Y): [2:0- 3- 9,0 -2 -0], [11:0- 1 -0,0 -0-51, [17:0- 3 -0,0- 3.121, 119:0- 3 -0,0 -3 -8] LOADING ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 1.00 Vert(LL) -0.51 13-14 >907 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0:94 Vert(TL) -1.04 13-14 >445 180 MT2OH 139/108 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.51 11 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 214 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except* TOP CHORD Structural wood sheathing directly applied. 5-7 2 X 4 DF 1800F 1.6E, 1 -5 2 X 4 DF No.2 -G • BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 2 X 6 DF No.2 'Except' WEBS 1 Row at midpt 4 -17, 6-16, 8 -15, 10 -14 17 -18 2 X 6 DF 2400F 1.7E, 13 -14 2 X 6 DF 2400F 1.7E 11-13 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except' 4-182X4 OF No.2-G, 4-172 X 4 HF Std, 7-16 2 X 4 HF Std 7 -152 X4HFStd, 10-142 X4HFStd, 10 -132X4 OF No.2-G • REACTIONS (lb/size) 2= 1839/0 -5 -8, 11= 1839/0 -5-8 Max Horz2= 1(load case 5) Max Uplift2=- 385(load case 5), 11=- 385(Ioad case 5) Max Grav2= 2365(load case 2), 11= 2365(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/57, 2 -3 =- 4535/641, 3 -4 =- 5931/856, 4-5=- 3483/587, 5 -6 =- 3279/604, 6 -7 =- 2954/594, 7-8=-2956/589, 8 -9 =- 3368/609, 9 -1 - 3604/597,10.11 =- 7532/1041,11 -12 =0/52 30T CHORD 2- 19=- 523!3995, 18- 19=- 526/4031, 17- 18=- 672/5353, 16- 17=- 345/3033, 15- 16=- 169/2036, 14- 15=- 363/3129, 13 -14 =- 860/6727, 11 -13=- 862/6742 WEBS 3 -19=- 905/186, 3-18 =- 142/1286, 4-18 =- 225/2265, 4-17 =- 2695/379, 6-17 =- 32/423, 6-16 =- 1018220, 7 -16 =- 168/1310, 7- 15=- 160/1275,8 -15=- 1093233,8 -14=- 16/411,10 -14 =- 3863/531, 10- 13=- 328/3171 NOTES ' P R OFF 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right ea\ ( L. ' / , 9 s / 0 2 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. kJ 2) TOLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 157 1 • PE C- 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 11111 A ill°' ::11 1% ''.'r MIMI 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �- E� : • 8) A plate rating reduction of 20% has been applied for the green lumber members. - 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of . - J bearing surface. FDONG 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 EXPIRATION DATE: 06 -30 -08 • September 28,2006 A WARNING. Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MIX-7473 BEFORE USE - Design void for use only wtlh Pollak connoc tors. This design Is based any upon parameters shows. and is for an Individual building component. Applicability of design parcrmenders and proper lncorporebon of component Is responsiblily of building designer - not truss designer. Bracing shown M _ iTe k is for lateral supped of undMdual web numbers only. Adcdllional temper cry bracing to Insure slabllty during construction is the responsibiliy of the ereclo,. Adddional permanent bracing of the overall structure is the responiblly of the building designer. For general guidance regarding Iabricalion, gually control storage, delvery, ereclion and bracing, consult ANSI/fPtt QuHhy Criteria, 058.89 and BCStI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Onario Drive, Madison. WI 53719, Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1-11 R22939781 608266 F4 ROOF TRUSS 3 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:30 2006 Page 2 NOTES 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 7 = -64, 7- 12 = -64, 2- 19 = -20, 18- 19 = -20, 17- 18 = -20, 16- 17 = -20, 15- 16=- 60(F = -40), 14- 15 = -20, 13- 14 = -20, 11- 13= -20 • • • • • • • • • • • • r l A WARNING • Verify design parameters and READ NOTES ON nos AND DVCLUDED LUTES REFERENCE PAGE 101•7473 BEFORE USE Design void for use only with WMTek connectors. Ills design Is based only upon parameters shows), and is for an Individual building component. ■ e Applcabilty of design pammenters and properincorporaton of component is responslbllly of building designer- not truss designer. Bracing shown MiTek. iTe k• Is for lateral support of individual web members only. Adcllliorral temporary bracing to Insure sfabliry during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the resporotblily of the building designer. For general guidance regarding fabrication. cruelty control storage, delivery. erection and bracing. consul, ANSI/TPI1 Oudlfy Criteria, 0513.89 and BCSI1 Building Component • 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohlo Drive, Madison N1 53719. Citrus Heights. CA, 95610 • • Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939782 608268 F5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:31 2006 Page 1 i t - 0.q 2 - 5 - 8 I 7 -2 -12 I 12-0 -0 I 19-6-0 I 27 -5-12 I 33-0 -2 I 39-0-0 im-f) 1 -0-0 2-5-8 4-9-4 4-9-4 7-6-0 7 -11 -12 5-6-6 5-11 -14 1 -0-0 Scale = 1:72.3 5x5 = 7 • • 6.00 I 12 • ' S7 7 -9 3x i 3x4 J 3x6 6 8 3x6 :� 3x4 5 Na immi ill■ A ......... 4 . LIS,. x8 C10 4x6 * 15 8 20 i . r 12 3 ! to � J �� 13 ` . � Is, 4x5 = �?• 10x10MT2OH= 19 18 17 16 15 14 4x10 3x4 II 4x8 = 8x8 = 4x4 = 4x4 = 8x8 = 1 1- 6-02 -58 7 -2 -12 I 12-0-0 I 15-9-14 I 19-6-0 3 Q 1 23-2-2 I 27 -5-12 I 3 I 330.0 1-6-0 4-9-4 4-9-4 3-9-14 3-8-2 3-8-2 4-3-10 5-6-6 5-11 -14 0-11-8 Plate Offsets (X,Y): [11:0- 1- 4,0 -0-9], (17:0 -4 -0,0 -4-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.42 13-14 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.62 Vert (TL) -0.83 13-14 >525 180 MT2OH 165/146 BCD 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.34 11 ilia n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 213 lb LUMBER B RACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied. 7 -9 2 X 4 DF 2400F 1.7E, 1 -5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: BOT CHORD 2 X 6 DF No.2 *Except• • 6 -0-0 oc bracing: 2- 19,18 -19. 13 -14 2 X 6 OF 2400F 1.7E, 11 -13 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 8 -15, 10 -14 WEBS 2 X 3 SPF Stud *Except* 3- 182X4OFNo.2 -0,7 -162 X 4 HF Std, 7-15 2 X 4 HF Std 10 -14 2 X 4 HF Std, 10 -13 2 X 4 DF No.2 -G REACTIONS (lb/size) 19= 1801/0 -9 -4, 11= 1598/0 -5-8 Max Horz 19= 1(Ioad case 5) . Max Upliftl9=- 438(load case 5), 11 =- 336(load case 5) Max Grav19= 2286(load case 2), 11= 2077(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/54, 2 -3 =- 171294, 3 -4 =- 2373/340, 4 -5 =- 2376/415, 5-6=- 2173/432, 6 -7 =- 2059/459, 7-8 =- 2293/477, 6- 2737/501, 9 -1 - 2972/489, 10 -11 =- 6414/851, 11 -12 =0/52 BOT CHORD 2 -19 =- 243/189, 18- 19=- 243/188, 17- 18=- 187/2015, 16-17=-191/2044, 15- 16=- 79/1524, 1415 =- 2662561, 13 -14 =- 686/5710, 11 -13 =- 690/5726 WEBS 3 -19=- 2082/424, 3-18=-385/2258, 4 -18 =- 474/158, 420 =- 5/138, 17- 20= 0/111, 6 -20 =- 32/114, 6 -16=- 666/159, 7 -16 =- 79/749, 7- 15=- 131/1039, 8 -15=- 1133237, 8 -14 =- 22/462, 10 -14 =- 3384/451, 10-13=-249/2704 NOTES • ��EO PR Opp s 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right 5 � OA [ , �' exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. �\ 9 0 2) T ASCE 7 -98; P1==25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 t V 3) Unbalanced snow loads have been considered for this design 1 :6PE 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. II 8) A plate rating reduction of 20 %-has been applied for the green lumber members. 111-001 ► + / • 9) Bearing at joint(s) 11 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of ` bearing surface. �R' 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. F0 ON G � •Cgtektitattb EXPIRATION DATE: 06 -30 -08 September 28,2006 Ak WARNING • Verify design parameters and READ NOTES ON TRIS AND INCLUDED 177TET[ REFERENCE PAGE MD -7473 BEFORE USE S 'Design veld for use only with Mick connectors. This design Is based only upon txirametan shown, and is for an individual building component. • Appficablity of design commenters and proper Incorporafion of component Is responsiblly of building designer - not truss designer. Bracing shown MiTek Is for lateral support of i ncliAdual web members only. Additional temporary b acing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is Itie responsibiily of the building designer. For general guidance regarding e fabrication, quarry control storage. deivery, erection and bracing. consul ANSI/TP11 Quality Criteria, DSB-89 and &CSl1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Wormatlon available from Truss Plate Inslitufe, 583 D'Ono trio Drive, Madison. W 53719. Citrus Heights. CA 95610 • , • Job Truss • Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939782 608266 F5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:31 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 7 = -64, 7- 12 = -64, 2- 14 = -20, 13.14 = -20, 11- 13 = -20 • • • • • • • r i A WARNING • Pe r% design paramatera and READ NOTES ON THIS AND INCLUDED NITER R6TFJ6 VCE PAGE MD -7473 BEFORE USE. Design void for use only with MTok connectors. This design Is based only upon paramoten shower. and Is for an Individual building component. Appicabiity of design parnmenters and proper Incorporafion of component Is responsibiity of building designer- not truss designer. Bracing shown 11,1 iTe k is for lateral support of Yrdivldual web members only. Additional temporary b aring to insure stabtity during corumrc lion Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibily of the building designer. For general guidance regarding fabrication. cruelty control storage, deivery. erection and bracing, consult ANSI/TPIl Quality Criteria, DSB•89 and BCSII Building Component nn Greenback Lane. Suite 109 Safely 1Mormafion available from Truss Pinto Institute, 583 D'Onohio Drive, Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1.11 R22939783 608266 F6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:33 2006 Page 1 1 1x0 6-10-5 I 13-2 -3 I 19-6-0 1 25-9-13 I 32 -1 -10 I 39-0-0 40-0-? 1-0-0 6-10-5 6-3-13 6-3-13 6-3-13 6-3-13 6-10-6 1-0-0 Scale= 1:71.7 5x5 = 6.00 12 6 3x6 46 6 3x4 i % 3x4 5 7 3x6 4 6. 5 8 'I 4x6 3x5 3 15 7 -1 7 9 1 , r 1 2 'N, 10 d . ,t i.o r 11 e �� I 4x8 = '.'" 18 17 16 15 14 13 t2 4x10 = 3x8 %% 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 1.5x4 .� 1 2 - 0 - 0 2 13-2 -3 I 19-6-0 I 29-6-5 I 39-0-0 I 2-0-0 0-8-12 10 6-3-13 10-0-5 9-5-11 Plate Offsets (X,Y): [2:Edge,0 -0-2], (3:0- 0- 0,0 -0 -0), [4:0- 0- 0,0 -0 -0], [5:0- 0- 0,0 -0-0], [6:0- 0 -0,0 -0 -0], [7:0 -0-0,0 -0 -0], [8:0- 0-0,0 -0 -0], [9:0- 0- 0,0 -0-0], F10:0- 0- 7,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) Vdefi L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.28 12 -13 >999 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.94 - Vert (TL) -0.92 12 -13 >472 180 BCD 0.0 Rep Stress Incr YES VVB 0.84 Horz(TL) 0.15 10 n/a rite BCD, 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 184 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. WEBS 2 X 4 HF Std *Except* WEBS 1 Row at midpt 5 -15, 7 -15, 3 -18 5-17 2 X 3 SPF Stud, 7-13 2 X 3 SPF Stud, 9-12 2 X 3 SPF Stud REACTIONS (lb/size) 18= 1810/1 -5-8, 10= 1589/0-5 -8 Max Upliftl8=- 445(Ioad case 5), 10=- 334(load case 5) Max Grav1B= 2297(load case 2), 10= 2070(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 332/719, 3-4=- 2305/385, 4 -5 =- 2034/407, 5-84- 1712/424, 6 -7 =- 1826/424, 7 -8 =- 2445/460, 8 -9=- 2716/438, 9- 1 3864/432, 10-11 =0/49 BOT CHORD 2- 18=- 501/365, 17 -18=- 210/1873, 16- 17=- 156/1927, 15 -16 =- 156/1927, 14 -15=- 204/2296, 13- 14=- 2042296, • 12-13=-390/2984, 10 -12=- 292/3291 WEBS 3-17=0/279, 5-17=0/281, 5 -15 =- 776/133, 6 -15 =- 205/1067, 7-15=-1164/203, 7 -13 =- 1/554, 9 -13 =- 777210, 3 -18 =- 3059/741, 9 -12 =0/623 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 ,w--_ 3) Unbalanced snow loads have been considered for this design. ���0 PR OF 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. � N / I hl • s/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,\ ,9 t� � 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) A plate rating reduction of 20% has been applied for the green lumber members. 157 rr PE 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • ill .dotc):Ag.apv-- ■ • . . . 00NG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 n a WARNING . Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mp -7473 BEFORE USE. ' • Atli Design void lot use only with Mick connectors. This design Is based only upon par amoten shown, and is for an Individual building component. Applicability of design parcrmenters and proper incorporation of component Is responsibilty of building designer - not truss designer. Bracing shown MiTek. Is for lateral support at individual web rmmbeis only. Additional temporary bracing lo insure stability during construction Is the responsibility of the erector. Addlional permanent bracing of the overall structure is the responsibillyol tie building designer. For general guidance regarding fabrication, qualty control storage, delivery, erection and bracing, consul ANSI/TPI1 Quality Criteria, 05689 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Ono trio Drive, Madison, vd 13719. Citrus Heignts, CA. 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939784 608266 G1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:34 2006 Page 1 I 6 -8-13 I 13-0-11 I 19 -4-8 I 25-8-5 I 32-0 -3 I 38 -10-8 310 ' 6-8-13 6-3-13 6-3-13 6-3-13 6-3-13 6-10-5 1-0-0 Scale = 1:71.0 555 = 6.00 FT 5 . • rs 5 3 5-7 3x4 i 3x4 3x6 i 4 6 3x6 \1.5 \\ s1.5x4 x4 . 6 2 4 8 1 -3 7 -10 `' -15 i , 1 _ / 9 f i 1 - 1 d rr r rm ... 417 .:\444 g 1 d c. 4511 = 4x8 = 15 14 13 12 11 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = I 9-10-12 I 19-4-8 I 28-10-4 I 38 -10-8 I • 9 -10-12 9-5-12 9 -5-12 10-0 -4 Plate Offsets (X,Y): (1:Edge,0-0 -41, [9:Edge,0 -0-2] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.23 1 -15 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.71 1 -15 >649 180 TCDL 7.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.18 9 n/a n/a • BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 169 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. WEBS 2 X 4 HF Std *Except* WEBS 1 Row at midpt 4 -13, 6-13 2 -15 2 X 3 SPF Stud, 8-11 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1615/0 -4 -0, 9= 1696/0.5.8 Max Horz1=- 25(load case 5) Max Upliftl=- 301(load case 5), 9=- 359(load case 5) Max Grav1= 1927(Ioad case 2), 9= 2082(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 3498/594, 2 -3=- 3075/549, 3-4 =- 2823/561, 4-5=- 1941/472, 5 -6=- 1902/472, 6 -7 =- 2795/557, 7 -8=- 3063/545, 8- 9=- 3551/589, 9-10 =0/49 . BOT CHORD 1- 15= -432/3009, 14 -15 =- 2712322, 13-14=-271/2322, 12 -13=- 2692290, 11 -12 =- 2692290, 9-11 =- 427/3024 WEBS 2 -15=- 559/199, 4-15 =- 55/696, 4- 13=- 1037237, 5-13 =- 248/1206, 6-13 =- 1108235, 6.11 =- 50/731, 8- 11=- 607/197 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 _ 3) Unbalanced snow loads have been considered for this design. ( PR Of�s 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �t NG] N LQ 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �\ / !� t� 7) A plate rating reduction of 20% has been applied for the green lumber members. y 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15 • 6 PE r LOAD CASE(S) Standard -• - FOONG ' 1 EXPIRATION DATE: 06 -30 -08 1 September 28,2006 t / a WARNING. Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE M17-7473 BEFORE USE. f Design valid for use only with ARTek connectors. This design Is based only upon parameters shown, and is for an hndlvirfoN building component. Applicability of design pammenters and proper Incorporohon of component Is responsibility of buiklag designer- not truss designer. Bracing shown Is for laterol supped of individual web members only. Additional temporary dean° to Insure stablhy during corstmcIlan Is the responsibility of the MiTek erector. Additional permanent bracing of the overat structure is the responsibity of Bu: balking designer. For general guidance reganlasg • lubrication. dually control storage, delivery. erection arid bracing. consul' ANSI/IP11 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Stile 109 Safely Information available hem Truss Piste Institute, 583 D'Onoluo Drive, Madison. w1 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1 -11 /22293976 608266 G2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:55:35 2006 Page 1 • I 6-8-13 I 13-0-11 I 19-4-8 I 25-8-5 I 32-0-3 I 38 -10-8 39 -10 6-8-13 6-3-13 6-3-13 6-3-13 6-3-13 6 -10-5 1 - 0 - 0 Scale = 1:71.0 5x5 = 6.00 12 5 • 0 3 S7 3x 4 3x4 3x6 1"..- 4 6 3x6 3 513 7 1.5x4 \\ 1.5x4 ii 2 ' 13 6-1 8 1 -3 7 -10 In 9 d 1_N-' rn nor 4.19 10 rn CS I d 4x8 = 15 14 13 12 11 4x8 = 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = • I 9.10 -12 I 19-4 -8 28-10.4 I 3810 -8 I 9- 10.12 9-5-12 9-5-12 10-0.4 Plate Offsets (X,Y): (1:Edae,0 -0-4), [9:Edge,0 -0 -2) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES . GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.23 1 -15 >999 240 MT20 185/144 • (Roof Snow =25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.71 1 -15 >649 160 TCDL 7.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.18 9 nla n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 169 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 X 4 HF Std 'Except* WEBS 1 Row at midpt 4 -13, 6.13 2 -15 2 X 3 SPF Stud, 8-11 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1615/0 -4 -0, 9= 1696/0 -5-8 Max Horz1=- 25(load case 5) Max Upliftl=- 301(load case 5), 9=- 359(load case 5) Max Grav1= 1927(load case 2), 9= 2082(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 3498/594, 2 -3=- 3075/549, 3-4 =- 2823561, 4-5=- 1941/472, 5-6=- 1902/472, 6 -7 =- 2795/557, 7 -8=- 3063/545, 8 -9= 3551589, 9 -10 =0/49 BOT CHORD 1- 15=- 432/3009, 14- 15=- 271/2322, 13- 14=- 271/2322, 12- 13=- 269/2290, 11- 12=- 269/2290, 9- 11=- 427/3024 WEBS 2- 15=- 559/199, 4-15 =- 55/696, 4 -13 =- 1037/237, 5- 13=- 248/1206, 6-13 =- 1108/235, 6-11 =- 50/731, 8 -11 =- 607/197 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 3) Unbalanced snow loads have been considered for this design. �� PR �F f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. cps G [ N s 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. (\ ' 1 9 O y 7) A plate rating reduction of 20% has been applied for the green lumber members. 4L, y 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 157.. • PE r LOAD CASE(S) Standard i. 4.■ '4. 'DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 Alk WARNING.. Verify design parametan and READ NOTES ON Tuts AND INCLUDED NITER REFERENCE PAGE 77D -7473 BEFORE USE. ' Design void for use only with Walk connectors. TMs design Is based only upon rararmten shown, and is loran Individual building component. Applcabliry of design paromenters and proper Incorpora Ion of component Is responsibility of building designer- not truss designer. Bracing shown • MiTek. Is for tatoml support of individual won /members only. Additional temporary bracing to ensure stabilry during construction Is the resporssibllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. guaity control storage, deivery. erection and bracing. consul ANSI/tPll s3udilty Criteria, 018-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Otrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608266• -Oak Street -Bldg 1 -11 R22939786 608266 G3 ROOF TRUSS 4 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:36 2006 Page 1 i 6 -5-14 I 12 -7 -12 i 19-4-8 • I 26-0-4 I 32 -2 -10 I 38-10-8 3 , 6-5-14 6-1 -14 68-12 6-7 -12 6-2-6 6-7 -14 1-0-0 Scale = 1:75.4 5x5 = 6.00 riT 5 - 3 5 S7 314 .* 3x4 J 3x6 3x6 i 4 • 6x8 / � 3 '`. A OIIIIIIIIIIIIIIIIIIIIIIIg-7 , x8 C 2 8 13 -'' 7.10 N 1 i ce` PI 9 T o 7, ,I 6 \i - 11 ��OIa�J :i". d 10x10 MT2OH = tex1O MT2OH = - 111 4x12 15 14 13 12 4x12 = 8x10 MT2OH = 4x4 = • 4x4 = 8x10 MT2OH = 3.00 1 6-5-14 I 12 -7 -12 I 15-8 -6 I 19-4 -8 I 23-0-10 I 26-0-4 I 32 -2 -10 I 38 i 6-5-14 6-1 -14 3410 3-8-2 3-8-2 2 -11 -10 6-2-6 6-7 -14 Plate Offsets (X,Y): [1:0- 1- 3,0 -0-12], [9:0- 2 -0,0-0-5] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl .Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.55 11 -12 >847 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.68 Vert(TL) -1.18 11 -12 >392 180 MT2OH . 139/108 • TCDL 7.0 Rep Stress !nor NO WB 0.91 Horz(TL) 0.70 9 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 210 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 C *Except* TOP CHORD Structural wood sheathing directly applied. 1 -3 2 X 4 DF 2400F 1.7E, 7 -10 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 4 -14, 6-13 12 -15 2 X 6 DF No.2 2 Rows at 1/3 pts 2 -15, 8 -12 WEBS 2 X 4 HF Std 'Except' • 2- 162X4OFNo. 2- G,4- 152 Stud, 4- 142X3SPFStud 6 -132 X3SPF Stud, 6- 122X3SPF Stud, 8- 112X4OFNo.2 -G REACTIONS (lb/size) 1= 1758/0 -4 -0, 9= 1839/0 -5 -8 Max Horz1=- 27(load case 5) Max Uplift1=- 327(load case 5), 9=- 386(load case 5) Max Grav1= 2127(load case 2), 9= 2293(load case 3) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 7232/1070, 2 -3 =- 3284/584, 3-4=- 3039/596, 4 -5 =- 2827/609, 5.6 =- 2800/610, 6 -7 =- 3011/594, 7 -8 =- 3274/582, 8 -9 =- 7317/1055, 9 -1 = 0/52 BOT CHORD 1- 16=- 887/6478, 15- 16=- 884/6466, 14-15=-331/2821, 13 -14=- 165/1941, 12-13=-327/2803, 11- 12=- 870/6539, 9- 11=- 873/6550 WEBS 2 -16 =- 346/3120, 2 -15=- 3909/592, 4 -15 =- 35/439, 4-14=-1000/230, 5 -14=- 193/1301, 5 -13 =- 193/1388, 6-13=-1066/229, 6- 12=- 36/465,8 -12=- 4009/581,8 -11 =- 332/3149 NOTES �, , ..D PROF 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right c,'� NGI 5, ex ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. C?. 9 2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 •- 4 y 3) Unbalanced snow loads have been considered for this design. 15)' .6 PE r 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 11111 . -- 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. ' O � ' • ., 9) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity _ .r of bearing surface. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. F O G ' 11 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • Continued on page 2 f EXPIRATION DATE: 06 -30 -08 September 28,2006 • • a WARNING • Verify design parameters and READ NOTES ON FIBS AND INCLUDED MITER REFERENCE PAGE ND -7473 BEFORE USE. Design void for use only with Wok connectors. This design Is based only upon parameter shown, and is lot an Indwctual building component. Ka Appicabilty of design parcrmenters and properincorporelon of component is responibllty of building designer - not truss designer. Brodng shown MiTe k• Is for lateral support Cl individual web members only. Additional temporary teaming to insure Mobility cturing construction Is the responsibility of the erector. Additional permanent bracing of the overall shucture Is the responslbily of Me building designer. For general guidance regarding lubrication, dually control storage. deivery, erection and bracing. consult ANSI/rPIT Quality CrIeria, DSB-89 and BCSI1 Butldng Component 7777 Greenback Lane. Suite 109 Safely information available from Truss Mete Institute, 583 D'Onohio Orivo, Madison 4N 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R2293978 G3 ROOF TRUSS 4 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:37 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -64, 5- 10 = -64, 1- 16 = -20, 15- 16 = -20, 14- 15 = -20, 13- 14=- 60(F = -40), 12- 13 = -20, 11- 12 = -20, 9- 11 = -20 • • • • • A WARNING. Verify design penemete -e and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 67IT- -7473 BEFORE USE Design void for use only %tth /Wok connectors. This design Is based only upon norometen shown, and is for an Individual buitling component. Applicability of design paromenten and proper incorporolon of component is responsibilty of building designer not truss designer. Bracing shown MiTek. Is for lateral support of individual web =miners only. Addlhonai temporary bracing to insure slabiby during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is line responsibilty of the building designer. Fa general guidance regarding fabrication, qualty control storage. delvery, erection and bracing. consult ANSI/r1.11 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available horn Truss Plate Institute, 583 D'Onohio Drive, Madison. W 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939787 608266 G4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Indu Inc. Thu Sep 28 10:55:38 2006 Page 1 I 5-4-7 1 9-0-2 I 12-7-12 1 1510 -1 1 17-10-1 1 22 -10-15 1 26-0 -4 I 29-8-4 -4 4 1 334 I 38-10-8 3l) -10 5-4-7 3-7 -10 3-7 -10 3-2 -5 2-0-0 5-0-13 3-1-5 3-8-0 3-8-0 5-6-4 1-0-0 - Scale = 1:69.5 • 6.00 FF 5 x 6 6 9 5x6 i . X 13 = 8 7 3x43.5 5 w 7 "a 9 .11 .yr, 10 5x10 4 3 5x10 11 518 7 -1 17 Bt7 ` 77 1.5x4) ��• • 10- �. 1.5x4 i N 1 -3 e5 1 -14 1 1.4 1— 711 . � 0 _ 15 , 13 14 w rb d 10x12 MT2OH = 10x12 MT2OH = 4 // '4 d 5x16 19 18 17 16 5x16 100 FIT. 6x6 = 4x8 = 4x8 = 6x6 = 1 6-5-14 1 12 -7 -12 1 15-10 -1 1 17 -10-1 I 22 -10-15 1 26-0-4 I 32-2-10 1 38-10-8 1 6-5-14 6-1 -14 3-2-5 2-0-0 5-0-13 3-1-5 6-2-6 6-7-14 Plate Offsets (X,Y): (1:0 -0- 15,0 -1 -3], (3:0- 2- 4,0 -3 -01, [11:0 -3 -0,0 -3-0], [13:0- 0- 6,2 -2 -11, (13:0- 2 -6,Edge], (16:0- 3 -0,0 -3-8], [19:0- 3- 0,0 -3 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.61 15-16 >760 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.89 .. Vert(TL) -1.23 17 -18 >374 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.69 13 r/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 232 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied. Except: 1 -3 2 X 4 DF 2400F 1.7E, 11 -14 2 X 4 DF 2400F 1.7E 1 Row at midpt 5 -7, 7-8 BOT CHORD 2 X 6 DF 2400F 1.7E *Except* . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 16 -19 2 X 6 DF No.2 WEBS 1 Row at midpt 3 -19, 11 -16, 7 -18, 7 -17 WEBS 2 X 3 SPF Stud 'Except' JOINTS 1 Brace at Jt(s): 7 3-20 2 X 4 DF No.2 -G, 11 -15 2 X 4 DF No.2 -G, 8 -17 2 X 4 HF Std 5.18 2 X 4 HF Std, 7 -18 2 X 4 HF Std, 7 -17 2 X 4 HF Std WEDGE Right: 2 X 4 HF Std REACTIONS (lb/size) 1=1925/0-4-0, 13= 2005/0 -5-8 Max Horz1=- 27(load case 5) Max Upliftl=- 303(load case 5), 13=- 362(load case 5) Max Grav1= 2449(load case 2), 13= 2571(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 8506/997, 2-3=-8202/967, 3-4=-3896/548, 4-5=-3543/534, 5-6=-109/0, 8- 9=- 109/0,8 -10 =- 3540/533,10 -11 =- 3892/546, 11- 12=- 8224/951, 12- 13=- 8541/983, 13-14=0/52, 5 -7 =- 3179/497, 7- 8=- 3181/496 BOT CHORD 1- 20= -829/7635, 19- 20=- 463/4804, 18- 19=- 268/3397, 17 -18=- 22913164, 16- 17=- 265/3392, 15- 16=- 458/4809, 13- 15=- 815/7676 WEBS 2- 2 154/145, 3-20 =- 406 / 4058, 3-19 =- 2016 / 282, 4-19 =- 76/512, 418 =- 501/146, 10- 17=- 498/145, 10 -16 =- 77520, 11-16=-2029/278, 11 -15=- 392/4081, 12 -15= -180/ 127, 8 -17 =- 152 / 855, 5-18 =- 152 /858, 7 -18=- 566/43, 7 -17 =- 559/45 -ct O° PR NOTES ��5 0 N GIN _ Zc9 /O2 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right � ( N exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 15 (6PE 9 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) Unbalanced snow loads have been considered for this design. Ail 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. `�� Sir 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a ny .� other live loads. , 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ► � 9) A plate rating reduction of 20% has been applied for the green lumber members. F ON G ' Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 r • A WARNING • Verify design parameters and READ NOTES ON nos AND INCLUDED MITER REFERENCE PAGE m17-7473 BEFORE USE. INIII Design void for use onty with MTek connectors. flits design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paiamenters and properincorporolon of component is responsibility of building designer - not truss designer. Bracing shown MiTek. Is for galore! support of individual web members only. Additional temporary tracing to insure stability ang construction Is the rosporlsiblify of the erector. Additional permanent bracing of the overall structure Is to responiibilty of the building designer. For general guidance regardtssg fabrication. quality control, storage, deivery, erection and bracing, coruut ANSt/TPI1 Quality Criteria, DS8-89 and BCSI1 Buildng Component 7777 Greenback Lane. Suite 109 Solely tnforma8on available: from Truss Plate Institute, 383 O'Onahio Olive. Madison. 1M 33719. Citrus Heights. CA, 95610 Job Truss Truss Type pry Ply 608266- -Oak Street- -Bldg 1-11 R22939787 608266 G4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:38 2006 Page 2 • NOTES 10) Bearing at joint(s) 1, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. • 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard • 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -64, 5-6= -64, 8 -9 = -64, 8- 14 = -64, 1- 20 = -20, 19- 20 = -20, 18- 19 = -20, 17- 18= -60(F = -40), 16- 17 = -20, 15- 16 = -20, 13- 15 = -20, 5 -8 =-64 • • • • • f e A WARNING • Verify design parameters and READ NOTES ON TITS AND INCLUDED NITER RETERENCE PAGE MD -7473 BE ORE USE INUIT Ded{pn valid for use only vAlh Pollak connectors. Ills design h based only upon Paramelers shown. and is for an Individual building component. Applicability of design pardmenlers and proper incorporation of component is responsibllty 01 building designer - not truss dodgner. Bracing shown MTek Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the elector. Additional permanent bracing of the overoll shucture Is the responsibilly of the building designer. For general guidance regarding lubrication, guuiy control storage. delivery, erection and bracing, consul ANSI/TPll Quality Criteria, 055-89 and BCSI1 Bulldng Component 7777 Greenback Lene. Suite 109 Iafey Information available from True Plate Institute, 583 D'Onotrio Drive, Madison lM 53719. Citrus Heights, CA 95610 • • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939788 608266 05 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:39 2006 Page 1 I 5-4-7 I 9-0-2 I 12 -7 -12 I 15-10 -1 I 22 - 10 - 15 I 26 - I 29-8-4 I 33-44 I 38 -10-8 313-10 5-4-7 3-7 -10 3-7 -10 3-2-5 7 -0-13 3-1 -5 38-0 3-8-0 . 5-6-4 1-0-0 Scale = 1:68.8 5x6 i 5x6 6 = 5 7 • • 3x4 3x4 6.00 12 4 v 8 4x8 4x8 . 153 9 51,6 6-1• • 15 7 •5 � 7_12 o. 1.5x4 O i 4 .' 16 & - ` !k 1.5x4 -.1% r" 1 2� 17 � 10 m 1 0 io 1 ,tit 11 12 d - 0:0 8 74 47 — ' .i 1 I� 8 10x1O MT2OH = • 10x10 MT2OH = 5x12 = 17 16 15 14 4x12 100 1 6x6 = 4x8 = 4x8 = 6x6 = I 6-5-14 I 12 -7 -12 I 15-10-1 I 22 -10-15 I 26-0-4 I 32 -2 -10 I 38-10-8 I 6-5-14 6-1 -14 3-2 -5 7 -0-13 3-1 -5 6-2-6 6-7-14 Plate Offsets (X,V): [1:0- 1- 7,0 -1-4], [3:0.2 -0,0.2 -0], (9:0- 2 -0,0 -2 -0], [11:0- 1- 8,0 -0-9], [14:0- 3- 0,0 -3 -8], [17:0- 3 -0,0 -3.8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.52 13-14 >883 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.84 Vert(TL) -1.11 15-16 >415 180 MT2OH 148/108 TCDL "' 7.0 Rep Stress !nor NO WB 0.86 Horz(TL) 0.62 11 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 224 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied or 1 -10.8 oc purlins. 5.7 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 3 -17, 9 -14, 6 -16, 6-15 14-17 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud `Except* ' 3-18 2 X 4 DF No.2 -G, 9 -13 2 X 4 DF No.2 -G, 7 -15 2 X 4 HF Std 5-16 2 X 4 HF Std, 6 -16 2 X 4 HF Std, 6-15 2 X 4 HF Std ' • REACTIONS (lb/size) 1= 1780/0 -4 -0, 11= 1860/0 -5 -8 Max Harz 1=- 27(load case 5) Max Uplift1=- 322(load case 5), 11=- 381(load case 5) Max Grav1= 2228(load case 2), 11= 2351(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2 =- 7662/1070, 2 -3 =- 7347/1041, 3-4 =- 3407/590, 4-5=- 3064/575, 7 -8=- 3062/575, 8-9 =- 3401/589, 9- 10=- 7362/1026, 10 -11 =- 7690/1056, 11 -12 =0/52, 5- 6=- 2721/537, 6-7 =- 2722/536 BOT CHORD 1 -18 =- 895/6870, 17 -18 =- 511/4256, 16- 17=- 305/2963, 15- 16=- 270/2679, 14-15=-302/2957, 13 -14 =- 505/4258, 11 -13 =- 882/6901 • WEBS 2- 18=- 186/117, 3-18 =- 437/3697, 3-17 =- 1855295, 4-17 =- 78/494, 4-16 =- 566/140, 8- 15=- 564/139, 8 -14 =- 79/501, 9 -14=- 1866292,9 -13=- 423/3715,10 -13 =- 209/119,7 -15=- 150/880, 5-16 =- 149/880,6 -16=- 510/87,6 -15=- 504/93 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right '0�� G PR OfF 0,9 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. \� t. / F 0 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. � y 1 3) Unbalanced snow loads have been considered for this design. 1 / 66PE f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4 . �] l 1 9) A plate rating reduction of 20% has been applied for the green lumber members. •. i : �L � C 10) Bearing at joint(s) 1, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ti! J capacity of bearing surface. E D O N G 111 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ Continued on page 2 I EXPIRATION DATE: 06 -30 -08 September 28,2006 • WARNING. • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE Md• 7473 BEFORE USE D tiel esign void for use only vAlh r•ATek connectors. This design Is based only upon parameters shows, and is for an Individual buibIng component. Applicability of design parommiten and proper incorpora ion at component is responsibility of building c resigner - not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional lomporory bodlg to Insure stability during construction Is the responsibility of the ereclor. Additional permanent bracing of the overall shucture is the responsibiity of the buiklhsg designer. For general guidance regarding • fabrication, enmity control storage. deivery, erection and bracing, consul' ANSI/T1 Qualify Criteria, 058.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 rs'Onohio Drive, Madiean. M 53719- Citrus Heights, CA. 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939788 608266 05 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:55:39 2006 Page 2 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • Vert: 1- 5 = -64, 7- 12 = -64, 1- 18 = -20 17- 18 = -20, 16= 17 = -20, 15-16=-60(F=-40),14-15=-20, 13- 14 = -20, 11- 13 = -20, 5 -7 = -64 • • • • WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. D Ing esign wild for use only vnlh MTek connectors. This design Is based only upon parameter shown, and is for an Individual building component. Applicability of design ',memento's and proper Incorpora ion of component Is responsibffy of building designer- not truss designer. Bracing shown Mi Te k , Is for lateral support of isdlvldual web members only. Additional temporary baalg to insure slabliry during construction Is the responsibility of the erector. Additional permanent bracing of She overall structure is the responsibifty of the bviklkrg designer. For general guidance regarding __- fabricationL quality conlroL storage. defvery, erection and bracing, consult ANSI/TPI1 Quality CrHerla, DSB -89 and BC511 Bulldng Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 O'Onotrio Drive, Madison, WI 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939789 608266 G6 CAL HIP 1 1 Job Reference (optic nal) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:55:40 2006 Page 1 I 7-0-9 I 14517 141 7 19-4 -9 I 23-9-7 21-2 31-4 -8 I 38.149 3[4-10 7-4-9 7 -2 -2 6415 4-4-15 4-4-15 0 7 - - 7 - 6 - 1 1 - 0 - 0 Scale = 1:67.7 5x10 = 1754 II 5x10 = 3 4 5. 6.00 12 3x4 21 3 110 3x4 . ILL Tan ro ro n 6-10 i iiiih... 4x8 = 15 14 13 12 11 10 9 3x12 = 1.5x4 I I 3x4 = 3x6 = 3x8 = 3x4 = 1.5x4 I I 3x6 = I 7-4-9 I 14511 I 19-4-9 I 24-2-6 I 31-4 -8 I 38 - 169 I 7-4-9 7 - - 4-9-14 4-9-14 7 - - 751 Plate Offsets (X,Y): [1:Edge,0 -0-8], [3:0-5-0,0-1-41,15:0-5-0,0-1-4), [7:1- 0- 0,0.0.14] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.21 10-12 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase.. 1.15 BC 0.99 Vert(TL) -0.48 9 -10 >961 180 TCDL 7.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.20 7 n/a rt/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 178 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except' TOP CHORD Structural wood sheathing directly applied or 3-1 -11 oc purtins. 3-5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 1 Row at midpt 2 -14, 5-12, 6 -10 WEBS 2 X 4 HF Std 'Except* . 2-15 2 X 3 SPF Stud, 4-12 2 X 3 SPF Stud, 6-9 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1612/0 -5 -8, 7= 1694/0 -5-8 Max Horz1=- 25(load case 5) Max Uplift1=- 289(load case 5), 7=- 347(load case 5) Max Grav1= 2023(load case 2), 7= 2148(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 3746/546, 2 -3=- 2815/486, 3 -4=- 2387/491, 4-5=- 2387/491, 5 -6 =- 2823/486, 6 -7 =- 3769/542, 7- 8=0/49 BOT CHORD 1- 15=- 384/3185, 14- 15=- 384/3185, 13 -14=- 209/2382, 12 -13 =- 2092382, 11- 12=- 209/2390, 10 -11 =- 2092390, 9- 1 381/3213, 7- 9=- 381/3213 WEBS 2 -15= 0/315, 2 -14=- 895/198, 3 -14 =- 27/535, 3 -12 =- 16/597, 4-12 =- 417/64, 5 -12=- 15/587, 5 -1 26/547, 6-10 =- 919/194, 6 -9 =0/317 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. �rt1,ED PR OFf 3) Unbalanced snow loads have been considered for this design- '\ S' 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. c � G - ' / 4' X 0 2 5) Provide adequate drainage to prevent water ponding. 44 1 .9 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 157 r • P E r 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ow LOAD CASE(S) Standard A- �* :y+L --� Al F pO N G • ( EXPIRATION DATE: 06 -30 -08 September 28,2006 1 , Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M11-7473 BEFORE USE. D ROT esign void for use only with Beek connec tors This design Is based only upon parameters shown, and is for an individual building component. Applicably of design commenters and properincorporalon of compononl is responslblily of building designer - not truss designer. Bracing shown MiTek. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of Ire overall structure is the responsibllty of lie building designer. For general guidance regarding fabrication, wally control storage, deivery, erection and bracing, consul ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane- Mite 109 Safety Information available from Truss Plate Institute, 583 D'Onolnro Drive, Madison, V4 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939791 608266 GGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:42 2006 Page 1 • I 7 -6-0 I 150 I 7 -6-0 7-6-0 4x4 = Scale. 1:28.1 4 6.00 3 1.5x4 II r' 1.5x4 II 12 5 1.5x 41 Y Y Y 1 l 3x4 = 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 15x4 II 3x4 = , 15-0 -0 15-0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES • WB 0.05 • Horz(TL) . 0.00 7 n/a n'a • BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 57 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No:2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 1= 129/15 -0-0, 7= 129/15 -0 -0, 10= 175/15 -0-0, 11= 114/15 -0-0, 12= 300/15 -0 -0, 9= 114/15 -0-0, 8= 300/15 -0-0 Max Uplift1=- 17(load case 5), 7=- 17(load case 5), 11=- 32(load case 5), 12=- 95(load case 5), 9=- 32(load case 5), 8=- 95(load case 5) Max Grav1= 176(load case 2), 7= 176(load case 3), 10= 175(load case 1), 11= 171(load case 2), 12= 417(load case 2), 9= 171(load case 3), 8= 417(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1- 2=- 89/66, 2 -3 =- 77/55, 3-4=- 60/86, 4- 5= -6086, 5-6=- 77/55, 6- 7= -89/66 BOT CHORD 1 -12 =0/41, 11 -12 =0/41, 10 -11 =0/41, 9- 1 0= 0/41, 8-9= 0/41, 7 -8 =0/41 . WEBS 4 -10=- 124/0, 3 -11 =- 158/53, 2 -12 =- 315/114, 5- 15883, 6 -8 =- 315/114 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; P1 =25.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord PR 8) Gable studs spaced at 2 -0-0 oc. , OFE S s 9) A plate rating reduction of 20% has been applied for the green lumber members. . D L N G( N 9 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4.i PR 1- LOAD CASE(S) Standard 4111LOW;(11) C; i ) 9 r 157 1 •PE • FOONG ' EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WARNING. Verify design parameters and RECD NOTES ON THIS AND INCLUDED SUTER REFERENCE PAGE MD -7473 BEFORE USE. • Grp {t, Design veld for use only wllh MTok connectors. lids design Is based only upon pat mitten shows. and Is for an individual bustling component. IMF ApptcadGy of design paromenlers and properincorpora Ion of component Is responslbllty o1 building designer - not buss designer. Bracing shown MiTek. is for lateral support or Individual web members only. Additional temporary bacing to insure stability during construction Is the mslwnsidlity of the erector- Additional permanent bracing of the overall structure is the responsiblilyol the building designer. For general guidance regarding fabrication. qualy control storage- detvery, erection and bracing, consul ANSI/TP11 Qudity Criteria, D5B-89 and BCSIi Bulking Component 7777 Greenback Lane. Suite 109 Safety Information avallnbkt from Truss Plato Institute, 583 D'Onofrio Drive, Madison. W1 537.19. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939791 608266 H1 ROOF TRUSS 1 2 Job Reference (optional) BMC West - Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 Mi Tek Industries, Inc. Thu Sep 2810:55:43 2006 Page 1 35-5-1 2 -41 5-2-11 5 10-0-12 12-4-12 17-0-9 21 -8-7 26-4-5 29-4-5 32 -10-14 335.7 38 -10-9 39-1 I I I I I I I I , I I 2-4-1 2 -10-11 0-7 -8 4-2-8 2 -4-0 4-7-14 4-7-14 4-7-14 3-0-0 3-6-9 0-6-9 3-5-8 1 -8 1- e= 1:68.8 1 -11 -10 8x8 = 458 = 10x10 // 6.00 12 2x4 I I 458 = 2x4 I I 4x8 = 4x4 = 2x4 II 3 3..65 5 6 7 25 8 6-11 9 10 11 3x4 1 355 i - -- :.e „ 12 i 2 1 / �I 1 20 7 1 0 82r & 9 f 14 0 4. � f �' • • � :: :: al it z$ I� b :4 23 26 22 d 17 16 15 456 = 24 6x6 = 21 20 27 19 18 8512 MT20H0 8510 MT2OH= 4x10 8x10 = 8510 MT2OH = 4x4 = 6x6 = . 8510 MT2OH = 4x8 = 2x4 I I 3.00 1 2-41 I 48-1 , 10.412 1 12-4-12 I 17-0-9 I 21-8 -7 I 26-4 -5 I 29-45 I 335-7 1 35-5.1 I 38 -10-9 2-4-1 2-4-0 5-4-11 2-4-0 4-7 -14 4-7 -14 4-7 -14 3-0-0 4-1 -2 1 -11 -10 3-5-8 Plate Offsets (X,Y): 11:0 -2- 12,0 -2 -0], 13:0 -4- 10,0 -2.41 113:0- 2- 8,0 -0 -5], [15:0 -4- 12,0 -5-4]. (22:0- 6- 4,0 -5-4], [23:0-3-0,0-3-R124:0-3-0,0-3-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.75 19 -20 >617 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.84 Vert(TL) -1.51 19 -20 >306 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.42 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 418 lb BCDL 10.0 LUMBER . BRACING TOP CHORD 2 X 4 DF No.2 G'Except* TOP CHORD Structural wood sheathing directly applied or 2 -9-1 oc purlins. 3-6 2 X 6 DF No.2, 6 -11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E 'Except' 1 -24 2 X 6 DF No.2, 23 -24 2 X 6 DF No.2, 22 -23 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* 3-22 2 X 4 OF No.2 -G, 11 -17 2 X 4 DF No.2 -0 • REACTIONS (lb/size) 1= 3052/0 -4 -0, 13= 3140/0 -5-8 Max Horz1=- 38(load case 5) Max Upliftl=- 670(load case 5), 13=- 731(load case 5) Max Grav1= 3234(load case 3), 13= 3887(load case 3) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 6328/1337, 2 -3 =- 8903/1840, 3-4=-13058/2613, 4-5=- 130302600, 5-6 =- 137402669, 6-7=-13740/2669, 7-25=-13740/2669, 8- 25=- 13740/2669, 8-9=- 127612438, 9 -10=- 142592695, 10-11=-14259/2695, 11- 12=- 110762101, 12- 13=- 117772121, 13-14 =0/52 BOT CHORD 1 -24 =- 11095510, 23- 24=- 1117/5574, 23-26=-1498/7530, 22 -26=- 1498/7530, 21- 22=- 2364/12479, 20-21=-2332/12294, 20 -27 =- 2570/13967, 19- 27=- 2570/13967, 18- 19=- 2570/13967, 17-18=-2364/12988, 16- 17=- 1844/10207, 15-16=-1783/10138 , 13-15=-1837/10480 WEBS 2 -24 =- 1433/329, 2 -23=- 4772675, 3 -23 =- 120/1191, 3 -22=- 1108/6179, 4 -22 =- 818252, 5 -22 =- 220/1078, 5-21=-2349/521, 5 -20 =- 255/1659, 7 -20=- 632237, 8-20 =- 259/18, 8-19=0/230, 8-18=-1376/282, 9 -18 =- 1814/415, 9-17 =- 314/1805, 10- 17=- 184/119, 11 -17 =- 811/4470, 11- 16=- 118/1246, 12- 16=- 77/170, 12- 15=- 145/1242 �Q,E PR OF ES S NOTES 63' tNG /O 1) 2 -ply truss to be connected together with 10d Common].148'k3 ") Nails as follows: y - Top chords connected as follows: 2 X 4- 1 row at 0 -9-0 oc, 2 X 6- 2 rows at 0 -9-0 oc. 2 15 •• P E f Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 3 - 1 row at 0 -9-0 oc, 2 X 4 - 1 row at 0 -9 -0 oc. . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Aiw 3) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right 11 i''s1 ,. ,� exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 0.4 • Ai 4) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0 -0 5) Unbalanced snow loads have been considered for this design. DONG -1 6) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. Continued on page 2 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED OTFS REFERENCE PAGE ND•T 473 BEFORE USE r� Design void for use any with MTek connectors. Mb design Is based only upon naramolon shown, and Is for an Individual building component. Y� Applicability of design pammenten and proper incorporalion of component is responsibily of building designer- not truss designer. Bracing shown MiTek . Is for totem! support of Individual web members only. Additional temporary [racing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall shucfuse is the responstbily al the building designer. For general guidance segardtrrg labdcafion. quality control storage, delivery. erection and bracing, consult ANSI/7PII Quality Criteria, 058.89 and BCSIi Bulldng Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plato Institute, 383 D'Onohio Drive, Asadlson. Vrl 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 --Oak Street —Bldg 1-11 R22939791 608266 H1 ROOF TRUSS 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:43 2006 Page 2 NOTES • 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Girder carries hip end with 6-0-0 end setback. 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2741b down and 1461b up at 33 -2 -3, and 274lb down and 1461b up at 5 -8 -6 on top chord. The design/selection of such special connection device(s) is the responsibility of others. • LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 11 = -123, 11- 14 = -64, 1- 24=- 38(F = -18), 23- 24=- 38(F = -18), 22- 23=- 38(F = -18), 21- 22=- 38(F = -18), 18- 21=- 38(F = -18), 17- 18=- 38(F = -18), 15- 17=- 38(F = -18), 13- 15=- 38(F = -18) Concentrated Loads (lb) Vert: 3 = -274 11 = -274 • • • • • A WARNING • Verify design parameters and READ NOTES ON TRW AND INCLUDED MITER REFERENCE PAGE 101-7473 BEFORE USE Design void for use only vith MTek connectors. This design is based only upon parameter show, and is for an i ndivdual building component. Applcabiity of design paramcn tors and proper Incorporaion of component h responsiblily of building designer - not truss designer. Bracing shown MiTek is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Addiflonol permanent bracing of the overall structure is the responilbilty of the building designer. For general guidance regarding fabrication. quality control storage, delvery, erection and bracing, consult ANSI/TPII Quality Criteria, 006.69 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Pkrte institute, 583 D'Onohio Drive, Madison V.1 53719. CItrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1 -11 R2293979 608266 H2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:45 2006 Page 1 7 -10-4 31-5-5 _ 2 -4-1 5-4-1 7-3-12 9.4 -12 I 12-4-12 19-48 26-4-5 29.4 -5 30.10 -1 35-5-1 38-10-9 39 -10-9 I i I 11 I I I 4 1 I le= 1:68.8 � 2-4-1 3-0-0 1 -11 -12 1-6-8 3-0-0 6-11-12 6-11-12 3-0-0 1-6-9 3-11-12 5 11 -12 38 1 -a 0-6-7 0-6-7 10x10 \\ 8x10MT20H� 600 FT 2,44 I I 4x8 = 4x8 = 4x4 = 4x8 = 2x4 I I 3x4 • 4 5 4-7 6 7 8 7 -11 9 10 11 3x5 1� 11,, 1 / 3x6 2 ° L� 14 r ry i tB�lf� \i df✓� �� !� ,"71,:?, d 24 23 22 17 16 15 `- ` a 4x8 = 25 8x10MT2OH= 8x10MT2OH= 21 20 19 18 8x10MT20H= 8x12MT2OH= 4x12 6 = 4x4 = 8x10 MT2OH = 4x4 = 4x4 = 8x10 MT2OH= 4x4 = ' 3.00 PT F 2-4-1 I 5-4-1 1 7312 1 9-4-12 1 12-4-12 I 15-8-6 I 19-4-8 1 23-0-10 I 26-4-5 I 29-4-5 1 315 5 31-5-5 I 1 35-5-1 38-10 -9 1 2 -4-1 3-0-0 1 -11 -12 2-0-15 3-0-0 3-3-10 3-8-2 3-8-2 3-3-10 3-0-0 2 -1-0 3-11 -12 3-5-8 Plate Offsets (X,Y): [1:0- 4- 0,0- 1 -15], [4:0- 3- 8,Edge], [11:0 -4- 12,0 -2 -121, [13:0- 1- 5,0 -0-5], [15:0- 6- 0,Edge], [25:0- 3- 0,0 -3-8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl lid PLATES GRIP TCLL 25:0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.64 19-20 >721 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.91 Vert(TL) -1.09 19-20 >425 180 . MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.39 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 210 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -9-0 oc purlins. 4-7 2 X 6 DF No.2, 7 -11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E 'Except' 1 -25 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 1762/0 -4-0, 13= 1843/0 -5-8 Max Horz 1=- 29(load case 5) Max Uplift1=- 299(load case 5), 13=- 357(load case 5) Max Grav1= 2405(load case 2), 13= 2527(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4755/589, 2 -3 =- 6131/746, 3-4 =- 5642/716, 4-5 =- 5902/753, 5 -6=- 5902/753, 6 -7 =- 6479/831, 7 -8=- 6479/831, 8- 9=- 6479830, 9- 10=- 5910/747, 10 -11 =- 5910/747, 11 -12 =- 5882/720, 12- 13=- 7484/851, 13 -14 =0/52 BOT CHORD 1- 25= -468/4132, 24-25=-470/4158, 23- 24=- 565/5387, 22- 23=- 519/5173, 21- 22=- 653/6042, 20- 21=- 639/5929, 19- 20=- 7668773, 18 -19=- 637/5935, 17 -18=- 650/6047, 16- 17=- 530/5284, 15- 164-679/6397, 13 -15 =- 699/6645 WEBS 2 -25=- 896/139, 2 -24 =- 112/1377, 3 -24 =- 37/554, 3 -23 =- 276/63, 4-23 =- 81/674, 4 -22=- 152/1469, 5 -22= 0/80, 6-22 =- 230/42, ' 6 -21 =- 1260/162, 6 -2 63/978, 8 -20 570/118, 8 -19 =- 563/120, 9- 19 = -65/ 971, 9-18 =- 1258/161, 9-17 =- 218/46, 10- 17=- 13/137, 11- 17=- 121/1383, 11 -16 =- 73/909, 12 -16=- 1114/151, 12- 15=- 56/1092 NOTES 1) exposed S end ertical left and right exposed; Lumber D0 =1.33 plate grip I DOLP 11..33nclosed; C -C Exterior(2); cantilever left and right � `fO F � E G PN OF F u.a 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 � if,N % 9 02 3) Unbalanced snow loads have been considered for this design. 1V . 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4.c. 157 •'• PE f 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. N 9) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle tb grain formula. Building designer should verify capacity of O I�� bearing surface. A _ ` 7 AO 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9 F'J ON G .1.) q.451tteP@il8E( pStandard EXPIRATION DATE: 06 -30 -081 September 28,2006 r / A WARNING. - Verify design parameter. and READ NOTES ON MS AND INCLUDED hGTER RE7•ERENCE PAGE MD -7473 BEFORE USE. Design vald for use only with Mink connectors. Ills design Is based only upon paramoters shown. and is for an Individual building component. App5cablhy of design paromentors and proper lncorporoion of component Is responslblity of building designer- not truss designer. Bmdng shown _ I iTek Is for taterol support of individual wob members only. Additional Iomponoty bating to insure stabl5y during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is tie responsibily of ltse building designer. For general guidance regarding fabrication, cruelty control storage. delivery, erection and bracing, consult ANSI/TPil Quality Criteria, 05849 and BCSI1 Bulldng Component 7777 Greenback Lane. Strife 109 Safety information available from Truss Plate Institute, 583 D'Onohio Drive. Madison W 53719. Citrus Heights. CA, 95610 'Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1-11 R22939791 608266 H2 ROOF TRUSS 1 1 Job Reference (optional) BMC West Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:45 2006 Page 2 • LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -64, 4- 11 = -64, 11- 14 = -64, 1-25=-20, 24- 25 = -20, 22- 24 = -20, 21- 22 = -20, 20- 21 = -20, 19- 20=- 60(F = -40), 18- 19 = -20, 17- 18 = -20, 15- 17 = -20, 13- 15 = -20 • • • 4 • 1 ' A WARNDIG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1717.7473 BEFORE USE +� Design valid for use only with Wok connectors. This design Is based only upon liararrnlen shown, and is for an Individual building component. • Applicability of design pardmonters and properincapord bon of component is responsibllty of budding designer- not truss designer. Bracing shown MiTek. Is for lateral support of bullvidual web rrembers only. Additional tomporosy bracing to insure stability owing construction Is the responslbIlity of the erector. Additional permanent bracing of the overall structure is 11w responsibilyol tie building designer. For generot guidance regarding - , ro lubrication, qualty control storage, delvery, erection and bracing, consult ANSI/Tel1 Qudity Criteria, DSB-89 and BCSII'Bullring Component 7777 Greenback Lane. Suite 109 Safety Wormaton available from Truss Pkrte Institute. 583 D'O nohio Drive, Madison. M 53719. Citrus Hoetlts CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Stree: - -Bldg 1 -11 -T I R22939791 608266 H3 ROOF TRUSS 1 1 Job Reference (optional) BMC West-Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:46 2006 Page 1 29.6-0 _ 2 - 4 - 1 , 5 9 - 11 10.4 12 19 26 28 - 10 - 14 35 38 1 9 ] r a pe = t:68.8 2 - 4 - 1 3 3 0 2 - 6 - 8 6 6 2-6-9 0-7-8 5-10-11 3-5.8 1- . 5x8 = 5x10 4x8 = 3x6 = 3x4 = 4x8 = 6.00 12 22 4 5 6 7 8 9 23 d 1 3x4 i 3x5 1.1 9.1246 .F .w 10 d 2 20 . ', ,l A 1. �+•r"` i� 1 1 • , •-J '_`` [•ate 11 72 ro ° ° 21� y �`�, ,�`� �t ili d " 20 19 14 13 4x8 = 21 18 17 16 15 8x10 = 8x12 MT2OH = 4x12 BxtOMT20H= 6x8 = 6x6 = 6x6 = 4x4 = 4x4 = 6x6 = 3.00 12 2-4-1 I 5-4-1 I 9-4-12 I 12 -4-12 I 15-8-6 I 19-4-8 I 23-0-10 I 26-4-5 I 29-4-5 I 35-5-1 I 38 -10-9 2-4-1 3-0-0 4-0-11 3-0-0 3-3-10 3-8-2 3-8-2 3-3-10 3-0-0 6 -0-12 ' 3-5-8 • Plate Offsets (X,Y): [1:0- 4- 0,0- 1 -15], [4:0- 4 -0,0- 1 -151 [11:0- 1- 1,0 -0-5], [13:0- 6 -0,Edge], [14:0 -7- 12,0 -5-4], [15:0- 3- 0,0 -3-8], [18:0- 3- 0,0 -3-8], [19:0- 5- 4,0 -4 -0], [21:0- 3 -0,0 -3 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.55 16-17 >833 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 • BC 1.00 Vert(TL) -0.96 16-17 >480 180 MT2OH 148/108 TCDL 7.0 Rep Stress !nor NO WB 0.90 Horz(TL) 0.38 11 n/a rl/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 197 lb BCDL 10.0 LUMBER BRACING . TOP CHORD 2 X 4 DF 1800F 1.6E *Except TOP CHORD Structural wood sheathing directly applied or 2 -3-7 oc purlins. 9-12 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except* WEBS 1 Row at midpt 10-14 19 -20 2 X 6 DF 2400F 1.7E, 13 -14 2 X 6 DF 2400F 1.7E 11 -13 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except* 4-19 2 X 4 HF Std, 9-14 2 X 4 HF Std REACTIONS (lb/size) 1= 1762/0 -4-0, 11= 1843/0 -5-8 Max Horz1=- 28(load case 5) . Max Uplift1=- 294(load case 5), 11=- 353(load case 5) Max Grav1= 2372(load case 2), 11= 2495(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4666/577, 2 -3=- 6092/742, 3 -22=- 5003/632, 4 -22=- 4834/633, 4-5= -4317/579, 5-6 =- 4871/658, 6 -7 =- 4871/658, 7- 8=- 4870/656, 8-9 =- 4449/596, 9- 23= -4936/634, 10- 23=- 5166/633, 10- 11=- 7523/861, 11 -12 =0/52 BOT CHORD 1- 21=- 456/4047, 20- 21=- 458/4076, 19- 20=- 565/5367, 18 -19=- 450/4545, 17- 18= -439/4443, 16- 17=- 543 /5088, 15 -16 =- 435/4431, 14 -15=- 447/4554, 13 -14 =- 698/6458, 11 -13 =- 715/6720 WEBS 2 -21 =- 897/132, 2 -20= -125/ 1453, 3-20 =- 44/744, 3-19 =- 1012/170, 5.19 =- 512/62, 5 -18 =- 1001/123, 5 -17 =- 64/974, 7- 17=- 575/110, 7-16=-567/113, 8-16=-68/984, 8-15=-1113/129, 8-14=-385/66, 10- 14=- 18931276, 10- 13=- 50/1230, 4- 19=- 198/1767, 9 -14 =- 151/1745 D PR NOTES � ' `� G � E GIIN Of£ i16 > 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right ,N ,� 9 02 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 15 / • • PE � f 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. • 6) This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. *IP / 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � � 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ofy� bearing surface. SONG 10 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Co on page 2 - EXPIRATION DATE: 06 -30 -08 September 28,2006 1 • a WARNING • Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITES REZER s'CE PAGE SW-7413 RETORE USE. D Int esign void for use only vAth Wok connectors. Ibis design Is based only upon paramoten shows. and Is for an individual building component. Appicabtty of design paiommnters and proper Incorporation of component Is responsblly of building cdesigner• not truss designer. Bnackng shown r iTek• Is for lateral support of Individual web numbers only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing 01 the overall structure Is the responsiblityol the building designer. For general guidance regarding lubrication, qualy control storage. delvery. erection and bracing consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Sprite 109 Safety Information available from Truss Plate Institute, 383 D'Orotrio Drive, Madison. W 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 608266 H3 ROOF TRUSS 1 1 R2293979 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:46 2006 Page 2 NOTES 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -64, 4- 9 = -64, 9- 12 =-64, 1- 21 = -20, 20- 21 = -20, 19- 20 = -20, 18- 19 = -20, 17- 18 = -20, 16- 17=- 60(F = -40), 15- 16 = -20, 14- 15 = -20, 13- 14 = -20, 11- 13 = -20 • • • • t A WARNOVG • Verify design parameters and READ NOTES ON MS AND INCLUDED METER REFERENCE PAGE Md•7473 BEFORE USE Design void for use only with MTek connectors This design Is based only upon pararrlolefs shovel, and Is for on Individual building component. Appicablfty of design parcrmenters and properincorporaton of component Is responsibilty of building designer- not truss designer. Bracing shown _ MiTek. _ iTe k Is for lateral support 01111dividual web members only. Additional temporary lacing to insure stabliy during corumsc ton Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responvbilty of the building designer. For general guidance regarding • fabrication. qualy control storage, deivery, erectors and bracing, consult ANSI/TPIl Quality Criteria, 058.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safely INormaton available from Truss Plato Institute, 583 D'Onohio Drive, Madison, W.53719. Cirrus Heights. CA, 95610 ■ Job Truss Truss Type Oty Ply 608266. -Oak Street —Bldg 1 -11 R22939794 608266 H4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:48 2006 Page 1 11 -10-4 27 -3-5 ■ 1 2-4-1 1 4 -10-9 I 9 -10-4 1 11 -5- 122 19.4-8 I 26-4 -5 26. -9 35.10.9 I 38-10-9 3p - 1000 ,,,999 8 2-4-1 2-6-8 4-11 -11 1 -7 -9 0-6-8 6 -11 -12 6 -11 -12 0-6-9 1 -7 -8 6-11-12 3.0.0 1 - &tr le= 1:69.3 0-4-7 0-4-7 a 5x10 = 3x4 = ' 3x4 = 3x4 = 6x8 ' ' 1.5x4 II 5 6 7 8 9 1.5x4 II 6.00 12 rA 3x4 75 / . : tit, , lo Ili, 913 0 4x8 3 4x5 11 i 2l I �� � I 1• ill 12 o rb — — �_ `' t3 pai d 3x5 = :G: , 21 20 15 14 22 5x8 = 5x10 = 19 18 17 16 4x10 8x12MT20H= 6x10MT20H= 5x6 = 5x6 = 3x4 = 3x4 = 5x6 = 3.00 12 12-4-12 28 -10-13 1 1-4-7F-41 4-10-9 1 9-10-4 1 11 -5-12 I 15-8 -6 I 19-4 -8 1 23-0-10 I 26-4-5 7 -3-5 1 35 -10-9 1 38-10-9 1-4-7 2-6-8 4-11 -11 1 -7 -9 3-3-10 3-8-2 3$2 3-3-10 0- 11 -0 1 -7-8 6-11 -12 3-0-0 0-11-9 0-10-15 Plate Offsets (X,Y): [5:0- 5- 0,0 -1 -4], (9:0 -2- 12,0 -2 -0], [12:0- 0- 14,Edge], [14:0- 4- 12,Edge], [15:0 -6- 12,0 -3 -4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.42 14-15 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.87 14-15 >500 180 MT2OH 139/108 ' TCDL 7.0 Rep Stress !nor YES WB 1.00 Horz(TL) 0.38 12 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 186 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G 'Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. 9 -13 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G *Except* WEBS 1 Row at midpt 6 -19, 8.16, 11 -15 14 -15 2 X 4 DF 2400F 1.7E, 12 -14 2 X 4 OF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except* 2-21 2 X 4 DF No.2-G, 11 -152 X 4 HF Std, 9-15 2 X 4 HF Std REACTIONS (lb/size) 22= 1726/0 -9 -4, 12= 1599/0 -5-8 Max Horz22=- 24(load case 5) Max Uplift22=- 367(load case 5), 12=- 321(load case 5) Max Grav22= 2259(load case 2), 12 =2149(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2 =- 79218, 2 -3=- 2664/312, 3-4 =- 3015/416, 4 -5 =- 2912/473, 5-6=- 2501/439, 6 -7 =- 2710/442, 7 -8=- 2988/465, 8 -9 =- 2940/492 . , 9- 10=- 3826/603, 10 -11 =- 3875/507, 11- 12=- 6444/773, 12 -13 =0/44 BOT CHORD 1- 22=- 143/84, 21- 22=- 343/145, 20- 21=- 2002376, 19-20=-178/2385, 18-19=-200/2444, 17- 18=- 290/3077, 16 -17 =- 245/2839, 15-16=-224/2821, 14 -15=- 622/5423, 12 -14=- 641/5717 WEBS 2 -22=- 2055/301, 2 -21 =- 3332724, 3 -21 =- 630/159, 3-20 =- 11/411, 4-20 =- 233/120, 5 -1 202/1112, 6 -1 1578/250, 6- 18= -45/ 832, 7 -18=- 721/126, 7 -17=- 459/82, 8- 17=- 2/589, 8-16=-1471/251, 10 -15=- 551200, 11 -15=- 2096/317, 11 -14=- 62/1326, 9 -15=- 262/1812, 5 -20 111/833, 9-16 =- 195/924 1 ) Wi n d : ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right 5 3 - xs G PR OFF u6% exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. c�\ / F9 0 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. V 3) Unbalanced snow loads have been considered for this design. 4.7C 1 / 66P E C- 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. III 8) This truss requires plate inspection per the Tooth Gerrit Method when this truss is chosen for quality assurance inspection. 11 4 - *lb.. 9) A plate rating reduction of 20% has been applied for the green lumber members. . / _/ 10) Bearing at joint(s) 12 considers parallel to grain value using ANSI/I 1 angle to grain formula. Building designer should verify capacity I.' J of bearing surface. F DONG `l 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 0 A WARNING • Verify design parametera and READ NOTES ON THIS AND INCLUDED MITER REE'RRENCE PAGE Md -7473 BEFORE USE. Nil Design veld for use only with Mick Conner tors This design Is based only upon paramoten shows. and is for an Individual building component. Applicability of design paramenlers and proper Incorporation of component Is responsiblity 01 building designer- not truss designer. Bracing shown � iTekN Is for lateral support o1 Individual wob members only. Additional temporary tracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilty 01 ltte buiklctg designer. For general guidance regarding lubrication. gutsily control storage, delvery. erection and bracing. consult ANSI/TPI1 Gutty Criteria, DSB -89 and BCSII Building Component • 7777 Greenback Lene. Suite 109 Safety Information available from Truss Plate Institute, 583 trOnofrio Drive. Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939794 608266 H4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 M7ek Industries, Inc. Thu Sep 28 10:55:48 2006 Page 2 LOAD CASE(S) Standard • • • • • t � a WARNING. Pertly design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD -7479 BEFORE USE. Design old for use only with MCA connectors. This design Is based only upon parameters shown. and is for an Individual building component. Appficabifiy of design commenters and properincorporafion of component is responslbllty of building designer- not truss designer. Bracing shown M iTe k' Is for lateral support of individual web momt)ers only. Additional temporary tk acing to none stability during construction Is the responsibility of the erector. Additional peirnanent bracing of the overall shuclure Is the sesporsstblly of tie building designer. For general guidance regarding ro swarm.: fabrication. qualy control storage. delvery, erection and bracing, consult ANSI/TPII Qudity Criteria, DSB.89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information avallabki from Truss Plate Institute, 383 D'Onohio Drive t nodison Vd 33719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939795 608266 H5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:49 2006 Page 1 13 -10-4 26 -10-13 39-10-9 - 2 -4-1 2 7-4-6 11 -10-4 3-2 -11 19-4 -9 24-10-14 25.6,6 32411 37-10-9 1 I l e I t I f f t I I Sc le - 1:68.8 2 -4-1 0-6-8 4-5-13 4 -5-13 1 -4-8 5-6-5 5-65 0-7 -8 5-5-14 5-5-14 1-0-0 fit® = 1-4-7 1-0-0 W = 5x12 = • . • 4 6 • 6.00 12 '� 3x5 i /�1 1 6x ,�0r, B 69.9 v ' Y /� 4X12 i �� ^ 7 -11 B 2 _ �• s `N rn ° 1 ' u= B y 4. Irb y� IJ� _ II _ - _ mill -; _ � � l� f GT 4x5 = ' 8x8 = d 10x12 MT2OH = 4x12 16 204 II 2X4 1114 13 12 11 2x4 II 2x4 II 6x6 = 6x6 = 5x5 = 4x4 = 8x 10 MT2OH = 3.00 1 2-4-1 • I 1 -10-9 1 210.9 11 -10-4 12•4- 15-8 -7 I 19-4-9 I 23-0-11 1 26-4-5 8 -1 5 26 32-4-11 I 37- 10-9 30. 1 -10-9 0-6-8 8 -11 -11 0-6-8 3-3-11 3-8-2 3-8-2 3-3-10 0.6-8 5-5-14 5-5-14 1 -0-0 0-5-8 • Plate Offsets (X,Y): (4:0- 5- 0,0 -1-41 16:0-6-10,0-1-41,18:0-1-9,0-0-51 114:0- 3 -0,0 -3-81, 115:0-2-12,0-4-121,116:0-3-8,0-3-81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.53 10-11 >828 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -1.02 10-11 >426 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.50 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 234 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except* TOP CHORD Structural wood sheathing directly applied or 1 -10 -13 oc purlins. 6-9 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: BOT CHORD 2 X 6 DF No.2 'Except' 6 -0 -0 oc bracing: 15-16. 17 -18 2 X 4 DF No.2 -G, 10-11 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 3 -14 8-11 2 X 4 DF No.2 -G, 8-10 2 X 6 DF 2400F 1.7E 2 Rows at 1/3 pts 7 -11 WEBS 2 X 3 SPF Stud 'Except' 5-13 2 X 4 HF Std, 5 -12 2 X 4 HF Std, 2 -15 2 X 4 OF No.2 -G 7-10 2 X 4 DF No.2-G, 7 -11 2X4HFStd REACTIONS (lb/size) 16= 1883/0 -5 -8, 8= 1737/0 -5-8 Max Horz 16=- 29(load case 5) Max Upliftl6=- 401(load case 5), 8=- 352(load case 5) ' Max Grav16= 2419(load case 2), 8= 2294(Ioad case 3) • FORCES . (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 253/0, 2 -3 =- 4179/535, 3-4=- 2910/474, 4-5=- 2668/482, 5 -6=- 2926/507, 6-7 =- 3392/519, 7-8 =- 7453/936, 8 -9 =0/52 BOT CHORD 1-16=0/216, 15- 16=- 22/108, 14 -15=- 374/3740, 13- 14= 2042470, 12- 13=- 2742949, 11 -12=- 2422807, 10 -11 =- 764/6675, 8- 10=- 768/6693 WEBS 2 -16=- 2057/346, 4 -14 =- 136/118, 4-13 =- 64/1055, 5-13=-775/106, 5-12=-511/55, 6 -12=- 17/797, 6 -11 =- 54/517, 3-15 =0 /866, 2 -15=- 456/3618, 3 -14 =- 1426/194, 7- 1 276/3153, 7- 11=- 4062/552 NOTES • 1) O�` ) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right 5 r S6s/ exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. ,. ,. o r 9 0 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 4 3) Unbalanced snow loads have been considered for this design. 15 ! • • P E 9 f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. _ ai 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. / 9) A plate rating reduction of 20% has been applied for the green lumber members. ���: sr% 10) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of I —afso i J bearing surface. DONG 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 • EXPIRATION DATE: 06 -30 -08 September 28,2006 I 1 A WARNING} • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER Rge-RENCE PAGE 107-- 747313117ORE USE Design veld for use only with MTok connectors. Ills design is based only upon pararrsntcrs shovel, and is for an Individual building component. ApptcablOty of design paiemerltors and properincorporaton of component Is responsibility of building designer- not buss designer. Brodng shown MiTek. Is for lateral support 01 individual web members only. Additional temporary bating to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responslbily of he building designer. For general guidance regarding fabrication, qualy control storage, delvery. erection and bracing. consist ANSI/TPI1 Quality Criteria, 059.89 and BCSI1 Buttt9ng Component 7777 Greenback Lane. Suite 109 Safety Information avertable tram Truss Mole Institute, 383 D'Onohto Drive, Madison. wl 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street —Bldg 1 -11 608266 145 ROOF TRUSS 1 1 822939795 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:49 2006 Page 2 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • Vert: 1- 4 = -64, 4- 6 = -64, 6- 8 = -64, 8- 9 = -64, 1- 16 = -20, 15- 16=- 20,14.15 = -20, 13- 14 = -20, 12- 13=- 60(F = -40), 11- 12 = -20, 10- 11 = -20, 8- 10 = -20 • • • • • • � Y P7ARNZWG • Verify design parameters and READ NOTES ON I'IDS AND INCLUDED JITTER REFERENCE PAGE Md -7473 BEFORE USE � Design void for use only wlIh Neck connectors. This design Is based only upon porarnnton shown, and is nor an Individual building component. Appicabiiy of design pammenters and propertncorporolon of component Is rospansibiity of building designer- not truss desk:ner. Bracing shown MiTek. Is for lateral support o1 individual web mambo, s only. Additional temporary tracing to assure stably during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of Ilse building designer. Fa general guidance regarding ,a Pe■s....• fabrication, qualify control storage. deivery, erection and bracing, consul ANSI/11.I1 Qualify Criteria, D513-89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onotno Drive, Madison, tM 53719. Citrus Heights. CA, 95610 • • Job Truss Truss Type Ory Ply 608266 - -Oak Street -Bldg 1 -11 R22935791 608266 H6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:51 2006 Page 1 13 -10.4 26-10-13 39-10-9 2 -4-1 2 7-4-6 1 11 132 - 1 19-4-9 I 24-10-14 2?-6 I 32-4-11 I 37 -10-9 38-10-p Sce�e= 168.5 2-4-1 0-6-8 4-5-13 4-5-13 1-4-8 5 - 6 - 5 5-6-5 0-7-8 5 -5-14 5-5-14 1-00 Qi83= 1 -4-7 1-0-0 5 3 4 =-- g 5x10 = 4 6 \7 6.00 12 ,,, �- 3x5 1-5 A 8- 9 3 5x10 913' 2 ,� • ' N 1 " 10 I 6 4x5 = d 8x8 = 6 10x10 MT2OH = dr 18 2x4 II 2x4 11 16 15 14 13 D 11 5x16 = 6x6 = 6x6 = 5x5 = 4x4 = 8x10 MT2OH= 2x4 II 3.00 FT 2-4-1 1 1 -10-9 1 2110(9 11 -10-4 12 15-8-7 19-4-9 1 23-0-11 1 26-4-5 2610 32-4-11 1 37 -10-9 316 1-10-9 0-6-8 8 -11 -11 0-6-8 3-3-11 3-8-2 3-8-2 3-3-10 0-6-8 5-5-14 5-5-14 1-0-0 0-5-8 Plate Offsets (X,1): [4:0- 4- 0,0- 1 -15], (7:0- 5- 0,0 -1 -7], 110:0- 2- 7,Edge], [12:0- 5- 0,0 -5-8], [16:0- 3- 0,0 -3-8], [17:0- 2- 8,0 -5-4], [18:0 -3- 12,0 -3 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) ' Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.56 12 -13 >774 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -1.07 12 -13 >407 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.52 10 r1/a n/a BCLL 0.0 Code 1BC2003/TP12002 (Matrix) Weight: 236 lb BCDL 10.0 LUMBER *BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except' *BRACING CHORD Structural wood sheathing directly applied. 8 -11 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 OF No.2 *Except* WEBS 1 Row at midpt 3 -16 19 -20 2 X 4 DF No.2 -G, 12 -13 2 X 6 DF 2400F 1.7E 2 Rows at 1/3 pts 9 -13 10 -13 2 X 4 DF No.2 -G, 10-12 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud *Except' 6-15 2 X 4 HF Std, 6-14 2 X 4 HF Std, 2-17 2 X4 OF No.2-G 9.12 2 X 4 DF No.2 -G, 9-13 2 X 4 HF Std REACTIONS (lb/size) 18=1959/0-5-8, 10= 1804/0 -5-8 Max Horz 18=- 29(load case 5) Max Uplift'I8=- 391(load case 5), 10=- 343(load case 5) Max Grav18= 2537(load case 2), 10= 2398(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 276/0, 2 -3= -4436/512, 3-4 =- 3127/455, 4-5=- 49/0, 4-6=- 2879/465, 6 -7 =- 3145/489, 7 -8= -49/0, 7 - 3626/499, 9- 10=- 7854/900, 10-11 =0/52 BOT CHORD 1- 18= 0/238, 17 -18 =- 12/109, 16- 17=- 353/3973, 15-16=-188/2673, 14-15 =- 255/3159, 13 -14=- 225/3025, 12 -13=- 731/7038, 10 -12 =- 735/7057 WEBS 2.18 =- 2163/337, 4 -16 =- 160/114, 4-15= -61/1065, 6 -15=- 786 / 103, 6-14=-507/53, 7-14=-16/791, 7 -13=- 53/514, 3 -17= 0/918, NOTES ‘\ 2- 17=- 436/3833, 3 -16=- 1463/189, 9- 12=- 261/3317, 9- 13=- 4221/536 <(-0p PR s 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right rJ' O A i 6 ;9 s / 0, exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. y 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 15 .. 6PE 1- 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non- concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. OR`•. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ,A-G ' 9) A plate rating reduction of 20% has been applied for the green lumber members. IIP" 10) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity FDONG ' of bearing surface. ' Continued on page 2 EXPIRATION DATE: 06 -30 -08 . September 28,2006 I t A WARNING • Verify design parameters and READ NOTES ON TIUS AND INCLUDED MITER REFERENTS PAGE MII- 7473 BE!'ORE USE. D MN esign void for use only with MTek connectors. This design Is based only upon parameters shovel, and Is for an Individual building component. Appricabiity of design parameters and proper incorpora Ion of component is rosponsiblly of building designer- not truss designer. Bracing shown MiTek- Is for lateral support of individual well members only. Additional temporary brachg to Insure slabltty owing construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsiblity of Bse building designer. For general guidance regarding lubrication, quoiry control storage, delvery, erection and bracing. consult ANSI/TPI1 Quality Citterfa, DSB•89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 Mao trio Drive, Madison. WI 33719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939796 608266 H6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:51 2006 Page 2 NOTES 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -64, 4- 5 = -64, 4 -7 = -64, 7- 8 = -64, 7- 10 = -64, 10- 11 = -64, 1- 18 = -20, 17- 18 = -20, 16- 17 = -20, 15- 16 = -20, 14- 15=- 60(F =-40), 13- 14 = -20, 12- 13 = -20, 10- 12 = -20 • • • • • 1 i A WARNING • Verify duign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE BfD•7473 BEFORE USE. 111 Design valet for use only with Miek connectors. This design is based only upon parameter shown, and is for an individual building component. �® Appicablity of design pan and proper Incorporafion of component is responsibility of bulldog designer - not truss designer. Bracing shown � _ i Te k is for lateral support of individual web members only. Additional temporary battle to insure stablty during construction is the responsibility of the erector. Additional permanent bracing of It* overall structure is Ile responvblly of he building designer. For general guidance regarding fabrication. quality control storage, deivery. erection and bracing. consult ANSI/rP11 Quality Criteria, 195B-B9 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information avnllable from Truss Plain Institute, 583 DY)ncrhso Drive, Madison WI 53719. Citrus Heights. CA 956t0 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939797 608266 HGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:52 2006 Page 1 7 -6-1 I 15-0-1 I - I 7 -6-1 7 -6-1 4x4 = Scale = 1:28.1 4 3x4 h 3x4 6.00 12 5 3 1.5x4 II I p 1-4 ¢ 1 ) 5x4 I I 2 6 , i NI 1 � II li 111P1114111111114111IIII; .new 11 1111 3x4 = '"' 3x4 = 12 ...- '.!:te!:' - -. ..- --•--••-•--- - - ....... 8 1.5x4 I I 1.5x4 I I 3x8 = 1.5x4 I I 1.5x4 I I 7 -6-1 I 10-7 -9 I 15-0-1 7-6-1 3-1-8 4-4-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) Na - Na 999 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) n/a - Na 999 TCDL 7.0 Rep Stress !nor YES WB 0.17 Horz(TL) -0.00 9 Na Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 62 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 10 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF Stud 'Except' 4.102 X4HFStd OTHERS 2 X 4 HF Std , . 0E) PROF REACTIONS (lb/size) 10 NG 195/6 -3 -0, 11= 533/6 -3.0, 9= 533/6 -3 -0 C? � i9 /0 2 Max Upliftl0=- 20(load case 5), 11=- 259(load case 5), 9=- 259(load case 5) 4., .y Max Grav10= 195(load case 1), 11= 1067(load case 2), 9= 1067(load case 3) . Q 15 • 6PE r FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 269/609, 2- 3=- 241/653, 3-4 =- 171/402, 4-5=- 171/402, 5-6=- 241/653, 6 -7 =- 269/609 V INN BOT CHORD 1- 12= -498270, 11-12=-498/270, 10- 11=- 498270, 9-10 =- 498270, 8- 9=- 498270, 7- 8= -498270 / WEBS 4- 10 322/113, 3-11=-740/240, 2- 12=- 129/34, 5-9=-740/240, 6-8=- 129/34, 3-10-321/285, 5-10 =- 321285 Al/W. �� v NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right 9 F OONG `l exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" ( EXPIRATION DATE: 06 -30 -08 3) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PEA PROF£ is 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �, s 7) Gable studs spaced at 2 -0-0 oc. �� �NG(N . 9 /0 8) A plate rating reduction of 20% has been applied for the green lumber members. C\ / 2 9) Non Standard bearing condition. Review required. t 157 f'• PE 9 t r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard A, s I I,: , ..e.)., . ilk , • OONG -J • f EXPIRATION DATE: 06 -30 -08 September 28,2006 1 � / 1 Y WARNING- Verify design parameters and REED NOTES ON PHIS AND INCLUDED MITER RFTERENCE PAGE M117473 REPORE USE rffli Design veld for use only wilh MTek connectors. Ills design Is based only upon parameters shown. and is for an Individual building component. Apptcabdty of design paromonters and proper Incorporation of component is respondbliy of building designer- not truss designer. Bmdng shown IViiTek Is for !atorol support of individual web members only. Additional temporary tracing to insure stability during construe Son Is the responsibility of the erector. Additional permanent bracing of the overall shucture Is the responsibiifyol Bre building designer. For general guidance regarding fabrication, quolty control storage, delvery, erection and bracing. consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. suite 109 • Safety Information available horn Truss Pkrto Institute, 583 D'Onohto Drive, Madison. W153719. Citrus Heights. CA, 95610 • • • • I. t WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD•7473 BEFORE USE Mir Design void for use only with MTek connoc tors This design Is based only upon parannten shown, and is for an 'individual building componenl. Appfcabify of closign paramenters and proper incorporation of component Is rosponsibllly of building designer • not truss designer. Bracing shown M iTe k ' is for lateral support of individual web members only. Additional temporary bracing to hsurc stabtfty during construction Is the responsibility of fh0 elector. Additional permanent bracing of the overall structure is the responsib ily of ire building designer. For general guidance regarding • fabrication, quaiy control storage. delvery. erection and bracing. consult ANSI/TPI1 Gadfly Criteria, DSB-89 and BC311 Balldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. yd 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939801 608266 JA10 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:56 2006 Page 1 F 1-0 - 0 1 6-0-0 10-0-0 14-0-0 I 18-0 -0 1 19 -4-15 1-0-0 6-0-0 4-0-0 4-0-0 4-0-0 1.4-19 Scale = 1:51.7 6.00 FIT 7 4-8 • 6 3x4 5 4 p .� 3 1 "q �: ro 2 2x4 = 9 I 60-0 6-0-0 LOADING (psf) SPACING 2 - CSI DEFL in (lac) I/defi Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -9 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -9 >410 180 TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.01 8 rya n/a BCDL' 0.0 Code IBC2003/TP12002 (Matrix) Weight: 39 lb • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 - oc bracing. • REACTIONS (lb /size) 8 =45 /Mechanical, 2= 322/0 -5 -8, 9 =57 /Mechanical, 3= 297/0 -5-8, 5= 256/0 -5 -8, 6= 256/0 -5-8, 7= 173/0 -5-8 Max Horz2= 463(load case 3) Max Uplift8=- 34(load case 3), 3= 236(load case 3), 5=- 194(Ioad case 3), 6=-194(load case 3), 7=- 131(load case 3) Max Grav8= 45(Ioad case 1), 2= 322(load case 1), 9= 114(load case 2), 3=297(load case 1), 5= 256(load case 1), 6= 256(load case 1), 7= 173(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 427/62, 3-4=- 296/0, 4-5=- 286/46, 5 -6 =- 194/46, 6 -7 =- 93/46, 7 -8= -20/16 BOT CHORD 2 -9 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; P1 =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. • 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •kt013 PR °Fee, LOAD CASE(S) Standard GI 9 402 157' -PE • F OONG EXPIRATION DATE: 06 -30 -08 September 28,2006 • WARNING. Verify design parameters and READ NOTES ON TICS AND INCLUDED EWER REFERENCE PAGE MII -7473 BEFORE USE. Design valid for use only v.Uh Mrek connectors This design Is based only upon pommeled shown, and is for an hdivictual building component. Applicability of design paramentors and properincorporofion of component Is responsibility of building designer - not truss designer. Bradng shown Mire k � Is for lateral support o1 ind members web memrs only. Adctlhonal temporary bacing to insure stability during construction Is the responsibility of the erector. Addlliarnat perrrwrrenl bracing of he overall structure is the resporulbiity of he building designer. For general guidance regrading fabrication, quality conlrol storage, delivery, erection and bracing. consult ANSI/TPI1 QudHy CrIteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, M ctison, WI 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939802 608266 JA11 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:57 2006 Page 1 6.00 - 1 -2 -12 6-0-0 11 -11 -11 1 1-0-0 1 -2 -12 4-9-0 5-11 -11 5 Scale = 1:34.3 12 1.5x4 II 1 -4 • • 3 2 /, Wit/ )N loM 7 6 3x4 6xCi.= 354 = 3.00112 1 1 -2 -12 I 6-0-0 11 -11 -6 1 -2 -12 4-9-4 5-11 -6 Plate Offsets (X,Y): (7:0- 4- 4,0 -2 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.03 6-7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.26 Vert(TL) -0.08 6-7 >840 180 TCDL 7.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 34 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . • • REACTIONS (lb/size) 5= 154 /Mechanical, 6= 505/Mechanical, 2=283/0-5-8 Max Horz2= 211(load case 3) Max Uplift5=- 117(load case 3), 6=- 293(load case 3), 2=- 23(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2-3=-381/0, 3-4=-187/88, 4-5=- 104/52, 4 -6 =- 429/300 BOT CHORD 2-7=-114/292, 6 -7 =- 110/255 WEBS 3- 7= 0/170, 3 -6 =- 257/155 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green•lumber members. E � PR 7) Refer to girder(s) for truss to Truss connections. Q. F 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of c) - N GI s �' / bearing surface. �� rG 9 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y 1" %6PE LOAD CASE(S) Standard f AbLigt 1 DONG �J • EXPIRATION DATE: 06 -30 -08 September 28,2006 • Ak WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER' REPITlENCE PAGE MD•7473 BEFORE USE M Design volt for use only w11h MTok conneclors. This design Is basoa only upon pan:Moters shown. and is for an hdiviclual building component. Appllcablhry of design paiamenters and proper Incorporo Bon of component is responslbllly 01 building designer- not hiss designer. Bracing shown MiTe k Is for lateral support of individual web members only. Additional tomrxnary 13 acing bl5 1g to Insure slaty during construction Is rho responsiblll of the erector. Additional permanent bracing of the overall structure is the responsibillyol he building designer. For general guidance regarding .e.rw .,, .ee.a....• Iabricalion, quulty control stomge, deivery, eseclion and bracing, consul ANSI/TPI1 Qualify Criteria, DSB -09 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety IntormaSon avallpbb from Truss Plato Institute, 583 D'Onobio Dnve, Madison. N4 53719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1.11 R22939803 608266 JAl2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:55:58 2006 Page 1 I -1 -0-0 ( 3-2-12 I 6-0-0 I 9 -11 -11 1 - 1-0-0 3-2 -12 2 -9-4 3 -11 -11 5 Scale ,- 1:28.5 1.5x4 I I 6.00 12 4 1 -5 i 3x4 d _ 3 d ' lift 1111� r 2 i .wire 7 6 i 5x5 = 3x4 = 3x4 3.00 I 12 1 3-2-12 ( 6-0-0 1 9 -11 -12 3-2 -12 2 -9-4 3-11-12 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.01 2 -7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.02 2 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 6 rlla n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 29 Ib • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur(ins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF.Stud BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 5= 105 /Mechanical, 6= 404 /Mechanical, 2= 307/0 -5-8 Max Horz2= 181(load case 3) Max Uplift5=- 81(load case 3), 6=- 216(load case 3), 2=- 64(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3 =- 375/0, 3-4=- 11052, 4- 5=- 70/35, 4-6=- 272/181 BOT CHORD 2 -7 =- 92294, 6- 7= -87/266 WEBS 3- 7= 0/164, 3-6 =- 286/132 . NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. s 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of E P ROF bearing surface. �, F S 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �\ �NGI N/. 9 t S jO LOAD CASE(S) Standard 4� 157 '• PE 2 A . .s Il ' 'RY2b' ; / ' DONG f EXPIRATION DATE: 06 -30 -08 September 28,2006 • I • Al WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 BEFORE USE. �• Design void for use only with PATok connectors. MIS design Is hosed only upon Ix rameten shown. and Is for an Individual building component. � Applcabllty of design commenters and proper incorporation of component is rosponsibllly of bulking designer- not truss designer. Brrrdng shown M iTek Is for lateral support of individual web members onty. Additional temporary tracing to unsure stability during construe don is the responsibility of the elector. Additional permanent lxadng of the overall shucture is the responsiblly of the building designer. For general guidance regarding fabrication, coolly control storage. delvery. erection and bracing. consul, ANSI/TP11 Quality Crforla, D5B -89 and BCSI1 Building Component 7777 Greenback Lane. SLde 109 Safety Wormafon available from Truss Pki le Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R22939804 608266 JA13 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:55:59 2006 Page 1 i. - 35 I 6-0-0 I 7 -11 -11 { 1 -0-0 3-5-8 2-6-8 1 -11 -11 5 n Scale= 1:23.6 1.5x4 II 4 • 6.00 • 2 r 3x4 3 rr iii N .■ r: 2 7 ' 6 li y l 5x5 = 3x4 = 3x4 % 3.00 I 12 1 3-5-8 I 6-0-0 1 3-5-8 2-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.01 2 -7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 2 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matra) Weight: 26 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 6= 387/Mechanical, 2=301/0 -5-8 Max Horz2=147(load case 3) Max Uplift6=- 231(load case 3), 2=- 74(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 328/99, 3- 4=- 79/65, 4-5=- 106/0, 4- 6=- 382/210 BOT CHORD 2- 7=- 103/250, 6- 7=- 97/226 WEBS 3- 7= 0/160, 3- 6=- 248/107 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrertt with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ED PR OF bearing surface. Cf Q FS 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � \ CDD - L NG I N fir w,...., 2 LOAD CASE(S) Standard �� 157 PE 9 r S 41111k. c3. i j • - "'�Y J FOONG ' 1 EXPIRATION DATE: 06-30-08 September 28,2006 • A WARNING • Verify design parameters and READ NOTES ON TEDS AND INCLUDED MUTER REFERENCE PAGE MD -7473 BEFORE USE. Nal Design vald for use onty with Mick connectors This design Is based only upon I o arrolers shown. and is for an Individual building component. Apprncabifity of design commenters and proper incorpora ion of component is rosponsiblly of building designer- not truss designer. Bradng shown MiTek. Is for lateral support of individual web members only. Addilional temporary tracing to hsure stability during construction Is the responsibility of the erector. Additional permanent bracing of lrte overall shucture is the responstbilyol the building designer. Fa general guidance regarding fabrication quoly conhoL storage, delvery, erection and bracing. consult ANSt/TPI1 Quality Crtteda, DSB -B9 and BCSI1 Building Component 7777 Greenback Lane. SUlte 109 Sally Informaion available from Truss f kilo Institute, 583 U'Onohio Drivo, Madison. NA 53719. Citrus Heights, CA 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1.11 R2293980 608266 JA14 ROOF TRUSS 1 1 Job Reference (optional) • BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:56:00 2006 Page 1 I -1-0-0 I 3-58 I 5-11-11 610 ^ 1-0-0 3-5-8 2-6-3 0.0.5 1.5x4 I I Scale = 1:21.4 5 4 3x4 6.005T 3 I 15 p ri. rr��iitt 2 7 6 Id ry 5 x5 = 3x4 = 1 till i 3.00 I 12 I 3-5-8 I 511 -f 1 6140 3-5-8 2-6-3 0.0-5 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 2 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 6 n/a Na BCLL 0.0 Code IBC2003/1"PI2002 (Matrix) . Weight: 23 Ib • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 6 =236/Mechanical, 2= 321/0 -5-8 Max Horz2=90(Ioad case 3) Max Uplift6=- 80(Ioad case 3), 2=- 126(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 425/115, 3.4= =- 40/21, 4- 5 = -5/0, 4.6= -66/19 BOT CHORD 2- 7=- 126/340, 6- 7=- 119/310 . WEBS 3 -7 =- 2/162, 3-6 =- 343/170 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of c 3 pR or bearing surface. <C ,s 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ���� LNG( F9 s/ 0 LOAD CASE(S) Standard - 15 -6PE � it 1,. . . j 11(L ., 7 . RY2 5 ' DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 Ali WARNING • Verify design parameters and READ NOTES ON TRW AND INCLUDED MTTE'R REFER VCE PAGE MD -7473 BEFORE USE. - Design void for use only with MTek connectors. This design Is based only upon parameters shown. and is for an Individual building component. Appicabitily of design paromenters and proper incorporation of component B responsibitty et building designer- not truss designer. Bracing shown MiTek, Is tor lateral supped 01 ktdviduaf web members only. Additional temporary bracing to insure stab6ty durnng construction Is the responsibility of the erector. Additional pennanent bracing of the overall shucfure is the responsiblty ol the bunking designer. For general guidance regarding fabrication. cruelty control storage, delvery, erection and bracing. consuti ANSI/TPI1 Qualify Criteria, DSB -89 and BCSI1 Bulldng Component 7777 Greenback Lane. Site 109 Safety Information available from Truss Plate Institute, 583 D'Ono fiio Drive. Madison, IM 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293980I 608266 JA15 ROOF TRUSS 1 1 Job Reference (optional) BMC West Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:01 2006 Page 1 • I -1-0-0 3-11-11 15.4 II I 6-0-0 1-0-0 3-11-11 5 2 -0-5 •'' Scale . 1:13.0 4 FIT •••••• 6.00 3 dl . l 2 6 q J m 7 4x12 % d 1 - =, 3.00 FIT 3x4 3-5-8 I 3 -11 -11 I 6-0-0 3 0-6-3 2-0-5 Plate Offsets (X,Y): (7:0 -2- 12,0 -2 -8) TCLL LOADING (psf) 5.0 0 SPACING 2 -0 -0 CSI DEFL • in (hoc) I /dell Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) - 0.01 6-7 >999 180 BCLL 0.0 Rep Stress 'nor YES WB 0.11 Horz(TL) 0.00 6 rile n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 19 Ib • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb /size) 5= 147 /Mechanical, 2= 244/0 -5 -8, 6 =28 /Mechanical Max Horz2= 113(load case 3) Max Uplift5=- 55(load case 3), 2 — 91(load case 3) Max Grav5= 147(load case 1), 2= 244(load case 1), 6= 53(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 273/83, 3-4 =- 120/0, 4-5= -26/64 BOT CHORD 2- 7=- 137/211, 3-7 =- 131/127, 6 -7 =0 /0 WEBS 4- 7 = -0/197 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. ' 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ��(�Efl PR �fFs 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ��� 04 GI N 9 /Q 2 bearing surface. 9 //` 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 157 ;,'• PE ' • LOAD CASE(S) Standard A N ,, • ' DONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 r A WARNING • Verify design parameters and READ NOTES ON nits AND INCLUDED MITER REFERF7VCE PAGE 'S BEFORE USE D Mg othan veld for use only with MTek connectors This design Is based only upon parameters shown. and Is for an individual building component. Appllcablhy of design parcrmenters and properincorpom Con of component is responsibllty of building designer- not truss designer. Bracing shown Mire k• Is for lateral support of individual web members only. Additional temporary bracing to insure stability curing conshuction Is rho responsibility of the erector. Additional peimonenl bracing of the overall structure is the responsibily of he building designer. For general guidance regarding fabrication, quarry control stooge, deivery, erection and bracing. consul ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Bulling Component 7777 Greenback lane. Suite 109 Safety Informallon available from Truss Plate Institute, 583 D Ono hio Drive. Madison. yd 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939807 608266 JA16 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:02 2006 Page 1 I -1 -0-0 I 1 -11 -11 1 6-0-0 1 1-0-0 1 -11 -11 4-0-5 1.5x4 = Scale = 1:11.7 4 - 3 ' . 6.00 FF r( 3-6 VT li 1-4 4 2 - 1 3x4 - d 6 5 1 7 3x4 = 3.00 12 3x4 I 1 - 11 - 11 2 -1- 6-0-0 I 1 -11 -11 • 0-1 -13 3-10-8 • Plate Offsets (X,Y): [6:0- 2 -0,0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdef Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.06 6-7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.38 • Vert(TL) - 0.18 6-7 >389. 180 TCDL 7.0 W Rep Stress Incr YES B 0.04 Horz(TL) 0.04 5 n/a . n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 15 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G ' TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 2= 235/0 -5-8, 5 =73 /Mechanical Max Horz2= 74(load case 3) Max Uplift2=- 82(load case 3) Max Grav2= 243(load case 4), 5= 121(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 153/49, 3-4= -23/0 BOT CHORD 2- 7=- 70/114, 6- 7=- 65/124, 5 -6 =0/0 WEBS 3 -6 =- 126/66 • NOTES ' 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp 8; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. . 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. . 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. (,. PR QFf s • 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. �j N G I N tS /O 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �� k-,9`) 2 bearing surface. tC 9 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CC 15 • • PE r LOAD CASE(S) Standard . . 4.10::-.,414 • . A. DONG - . ( EXPIRATION DATE: 06 -30 -08 ) September 28,2006 a a A WARNING • Verify design parameter., and READ NOTES ON THIS AND INCLUDED M1TER REFERENCE PAGE M17-7473 BEFORE USE. Design void for use only with MTok connectors. This design b based only upon parameters them. and is for an Individual building component. Applicadliy of design paramentors and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek. Is for lateral support of kidlvidual web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the erector. Addiliotwl permanent bracing of the overall structure is the responsibility of tine building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TP11 Quality Crttoria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Stile 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608266 --Oak Street- -Bldg 1 -11 R22939808 608266 JA17 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:02 2006 Page 1 1 -10-3 2 I 1 -10.3 t..1,4!.. Scale = 1:8.4 6.00 72 '' 'j vi 13, 3.00 Fri - , 3x4 1 -10-3 1 -10-3 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -3 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a nla BCDL 10.0 Code IBC2003/TP12002 (Matta) Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10 -3 oc purlins. BOT CHORD 2 X 4 DF No.2 G . BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 1= 74/0 -4-0, 2 =57 /Mechanical, 3= 18/0 -5 -8 Max Horz 1= 50(load case 3) Max Upliftl=- 10(load case 3), 2=- 49(Ioad case 3) Max Grav1= 74(load case 1), 2= 57(load case 1), 3= 35(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension .TOP CHORD 1- 2= -32/23 BOT CHORD 1- 3 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Beveled plate or shim required to provide full beating surface with truss chord at joint(s) 3. PR 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. O�ES LOAD CASE(S) Standard 0 F9 /�iL9 1y66PE r • -DONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 WARNING • Verify design parameters and READ NOTES ON 77ffS AND INCLUDED ffiTER RF7'ERF1iCE PAGE MD -7473 BEFORE USE. Design void for use only with MTek tonne tors. This design Is based only upon MD ameton shows, and is tor an IndMcluol building component. Appfcabillty of design paromentors and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown NtiTe k 1s for Lateral support of individual web nmmbess onty. Additional temporary bracing to ctsure stability during construction Is the responsibility of the elector. Additional permanent bracing of Me overall structure is the responsibily o1 he building designer. For general guidance regarding fabrication, qualty control storage, delvery, erection and bracing, consul ANSI/Rl1 QucdIty Creed°, 058.89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Satoy Information avallablo from Truss Plate Institute, 583 D'OnoIio Drive, Madison. 11 53719. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939809 608266 JA18 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:03 2006 Page 1 1 - I 3-10-3 1 1 -10-8 1 -11 -11 3 Scale= 1:13.0 rb ' 6.00 12 d 2 1- ro d ' 10. • 3.00 12 ( 3x4: 1 -10-8 1-10-8 LOADING (psf) . - SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) • Weight: 9 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directty applied or 1 -10-8 oc purtins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • REACTIONS (lb/size) 1= 75/0.4 -0, 3=57 /Mechanical, 4= 18/0 -5-8, 2= 115/0 -5-8 Max Horz 1= 92(load case 3) Max UpIif 3= -44(Ioad case 3), 2=- 98(load case 3) Max Grav1= 75(load case 1), 3= 57(load case 1), 4= 36(load case 2), 2= 115(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= -8124, 2- 3= -26/21 BOT CHORD 1- 4 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 2. PR • 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •*Q` OFFS S ' �, s t' LOAD CASE(S) Standard ,N1 N 02 17 15' "•6PE • if ler. l RY 2 " 9c LiONG EXPIRATION DATE: 06 -30 -08 September 28,2006 A WARNING • Verify design parametera and RECD NOTES ON THIS AND INCLUDED MITES RETsRES E PAGE MD -7473 BEFORE USE. Design void for use only Wth MTek connectors This design Is based only upon parameters showt and is for an Individual building component. Applicablhty of design poramenters and proper Incorporation of component Is responslblity of bulldog designer- not truss designer. Bracing shown MiTek. Is for lateral support of Individual web members only. b . Adclilional temporary acing fi ng to Insure stability during construction Is e responsibility o1 the eiecloc Additional permanent tracing of the overall structure Is the responsibily oI the building designer. For general guidance regarding fabrication, cruelty control storage, delvery, erection and bracing, consult ANSI/TPI1 Gudity Crtteria, DSB-89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety InlormaSon available from Truss Plate Institute. 583 Dr/noble Drive, Madison, W 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R2293981C 608266 JA19 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:05 2006 Page 1 -1 -0-0 ) 1 -11 -11 3 1 1-0-0 1 -11 -11 Scale = 1:8.4 6.00 12 13 2 // a 1 3.001 .00 12 1 3x4 % 1 -11 -11 1 -11 -11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (hoc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -4 >999 180 TCDL 7.0 Rep Stress Incr YES VVB 0.00 Horz(TL) -0.00 3 n/a nla BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:8lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3= 42/Mechanical, 2= 165/0 -5-8, 4= 19/0 -5 -8 . Max Horz2= 71(load case 3) Max Uplift3=- 35(load case 3), 2=- 75(Ioad case 3) • Max Grav3= 42(load case 1), 2= 184(load case 4), 4= 38(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3 = -40/15 BOT CHORD 2- 4 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �Ep PRQc 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. C- S 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �j� L NG I N 9 S/O 2 LOAD CASE(S) Standard 44.• 157 r • PE 9 FDONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 r t a WARNING • Verify design parameters and READ NOTES ON 77.06 AND INCLUDED MITER REFERENCE PAGE MII•7473 8©•ORE USE. Design veld for use only with MTek connectors. This design Is based only upon parameters shovel. and Is for an Individual building comtlonenl. • Applicabitiy of ctosign parome nlers and proper Incorporoton of component is responsibility of building designer - not Truss designer. Bracing shown N1i Te k Is for Miami support of h =misers wob misers only. Ad temporary dilional temrary peeing to Insure stability doing construe lion Is the responsibility of the erector. Additional permanent bracing of the overall structure is Ilse responsibilty O1 the building designer. For general guidance regarding lubrication. qualy control. storage, deivery. erection and bracing, consun ANSI/TPI1 Qualify Criteria, DSB -89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Irsformmion available from Truss Plato Institute. 583 D'Onohro Dnvo, Madison. WI 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939811 608266 JA2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:05 2006 Page 1 I -1-0-0 l 3 -11 -11 1 r II I I 1 -0-0 3 -11 -11 5 2 -0-5 Stale = 1:13.0 4 • 6.00 12 n 3 �1 2 6 d J 7 4x122 0 '1 _ 44 3.00 12 -/ 3x4 c 3-5-8 I 3-11-11 I 6-0-0 1 1 3-5-8 0-6-3 2-0-5 Plate Offsets (X,Y): [7:0 -2- 12,0.2 -8) • LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 6-7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase • 1.15 BC 0.09 Vert(TL) -0.01 6-7 >999 180 • TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 ria r1/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 19 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb /size) 5= 147/Mechanical, 2= 244/0 -5 -8, 6 =28 /Mechanical Max Horz2= 113(load case 3) Max Uplift5=- 55(load case 3), 2=- 91(load case 3) Max Grav5= 147(load case 1), 2= 244(load case 1), 6= 53(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension . TOP CHORD 1 -2 =0/44, 2- 3=- 273/83, 3- 4=- 120/0, 4-5= -26/64 BOT CHORD 2- 7=- 137211, 3- 7=- 131/127, 6 -7 =0 /0 WEBS 4- 7 = -0/197 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. PR Q 6) A plate rating reduction of 20% has been applied for the green lumber members. E 7) Refer to girder(s) for truss to truss connections. Co' �� NG[N t -> 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of c. t. f 9 C? bearing surface. kr 9 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 157... PE f LOAD CASE(S) Standard A sr ,i, . . - . . .......,_. 9F DONG ..(N) • I EXPIRATION DATE: 06 -30 -08 September 28,2006 a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD- 747314ETORE USE - Design void for use only with Wok connectors 1111s design Is based only upon I'rarnmolen shown. and Is for an individual building component. Apprrcdblity of design paromontors and properincorporaton of component Is rosponsibllty 01 building designer- not truss designer. Brodng shown MiTek. Is for lateral support 01 individual web members only. Additional temporary bracing to insure stabl5ry during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibiity of One building designer. For general guidance regarding ' fabrication, qualty conlroL storage. delvery, erecllon and bracing. consul ANSI/1P11 Quality Criteria, 05849 and BCSI1 Bullring Component 7777 Greenback Lane. Sulte 109 Sdoty Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939812 608266 JA20 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:56:07 2006 Page 1 -140-0 2 -0-0 3.11 -11 1 -0-0 2-0-0 1 -11 -11 4 ti Scale = 1:13.0 d 6.00 12 3 b ds �- 2 Pra _ 3.00 12 3x4 2-0-0 2 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 Na Na BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) Weight: 11 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 4 =57 /Mechanical, 2= 165/0 -5-8, 5= 19/0 -5 -8, 3= 100/0 -5 -8 Max Horz2= 113(load case 3) Max Uplift4 =- 44(load case 3), 2=- 50(load case 3), 3= -84(load case 3) Max Grav4= 57(load case 1), 2= 184(load case 4), 5= 38(load case 2), 3= 100(load case 1) FORCES (Ib) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 75/15, 3-4= -26/21 BOT CHORD 2- 5 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PR OF 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3. � G( �S iS'j 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � 34 F 29 LOAD CASE(S) Standard 1 / 66PE 111111Ln 41r- .4 • F OONG ' • EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ WARNDIG • Verify design parameters and READ NOTES ON THIS AND INCLUDED =TER REFERENCE PAGE M11.7473 BEFORE USE ®p Design void for use only with MTok connectors This design Is based only upon par °Meters shown. and is for an Individual building component. � App1cablity of design poromentors and properIncorporc4on of component is raspansibllty of building designer - not truss designer. Bracing shown I iTek is for lateral support of individual web members only. Additional tomixnary bacvig to ensure stability during construction Is the responsibility of the erector. Additional permanent bracing of Ilse overall structure is the responublily ul the building designer. For general guidance regarding fotxicalion, quaity corslrot storage, deivery, erection and bracing. cunsuf ANSI/TPI1 Duality CMerla, DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pinta Institute. 383 D'Onolso Drive, Madison, Vrt 33719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1.11 R22939813 608266 JA3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:08 2006 Page 1 I -1 -0-0 I 3-5-8 1 5 - 11 - 11 6143 • 1-0-0 3-5-8 2 -6-3 0-0-5 1.5x4 II Scale= 1:21.4 5 4 / r 3x4 4 > .00 12 3 I 15 i ft PIIII 1. � ICli 6 d 5x5 = 3x4 = 7 FA 3.00 FIF I 3-5-8 I 5 -11 -11 61-0 3-5-8 2-6-3 0-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 2 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 6 n/a rt/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) - ' Weight: 23 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins, except BOT CHORD 2 X 4 DF No.2 G ' end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 6= 236 /Mechanical, 2= 321/0 -5 -8 Max Horz2= 90(Ioad case 3) Max Uplift6=- 80(Ioad case 3), 2=- 126(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 425/115, 3-4=- 40/21, 4- 5 = -5/0, 4-6= -66/19 BOT CHORD 2- 7=- 126/340, 6- 7=- 119/310 WEBS 3 -7 =- 2/162, 3-6=-343/170 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non-concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. • 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �Er PR OFF bearing surface. �, s S 9) This truss is designed in accordance with the 2003 tntemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� cO �14G( F 9 /0 LOAD CASE(S) Standard 4 1 6 6PE 2 9 r •DONG �J . EXPIRATION DATE: 06 -30 -08 September 28,2006 • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED 11ITER REFERENCE PAGE MD -7473 BETOIIE USE. NEI Design vald for use only with MTok connec tors. Ns design Is based only upon paranleten shown. and Is for an Individual building component. Applicability of design commenters and properincorporotonof component is rosponsibllty of buildbtg designer - not truss designer. Bracing shown N9iTek. . Is for lateral support of individual wob members only. Additional temporary bracing to insure stabltty during conrhuc ton Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responslbily of the bulkling designer. For general guidance regarding fabrication. qualy conlroL storage. delvery, erection and bracing. consul! ANSt/TPI1 Qua ty Criteria, DSBA9 and BCSII Budding Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Nate Institute, 583 D'Orrobio Drive, Madison IM 53719. alai Heights. CA 95610 • Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293981 4) 608266 JA4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:09 2006 Page 1 I -10-0 I 3-5-8 I 6-0-0 I 7 -11 -11 I 1-0-0 3-5-8 2-6-8 1-11-11 5 Scale= 1:23.6 1.5x4 11 • 4 6.00 Fir P III 3x4 - 375 Ile N tr 2 i 'W41 7 6 Icl' 5x5 = 3x4 = 3x4 % 3.00 FIF • I 3-5-8 t 6-0-0 I 3-5-8 2-6-8 TCLL LOADING (psf) 5.0 0 SPACING 2 -0-0 CSI . DEFL in (loc) I/defl lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.55 Vert(LL) -0.01 2 -7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.14 • Vert(TL) -0.02 2 -7 >999 180 BCLL 0. 0 Rep Stress Incr YES WB 0.09 Horz(F L) 0.01 6 n/a n/a • BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 26 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb/size) 6= 387/Mechanical, 2= 301/0 -5-8 Max Horz2= 147(load case 3) Max Uplift6=- 231(Ioad case 3), 2=- 74(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 328/99, 3- 4=- 79/65, 4-5=-106/0, 4-6=-382/210 BOT CHORD 2- 7=- 103/250, 6 -7 =- 97/226 WEBS 3- 7= 0/160, 3 -6 =- 248/107 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (Flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live•loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of E PR bearing surface. ' ' S �R F , s s 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/MI 1. ‹D �N E 9 ' CI ), LOAD CASE(S) Standard ct 1 5 (• 6 P E 9 • s A Nis . / ' RY2� � 00NG ' EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WARNING • Verify design parameters and READ NOTES ON THIS AND DNCLUDED MITER REFERENCE FADE MD -7473 BEFORE USE ' Design veld for use only vAlh MTok connectors. This design Is based only upon parameters shovel. and is for an individual building component. Applicability of design commenters and proper Incorporobon of component is responsibility of building designer- not Inns designer. Bracing shown NUTek Is for lateral sueporl of individual web members only. Additional temporary bracing to ilsure stability cluing construction Is Iho responsibility of the erector. Additional permanent tracing 01 the overall structure is the respunsibilly al the building designer. For general guidance regarding • fabrication. cooly conlroL storage. delvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component 7777 Greenback Lane. Site 109 Salley information available from Truss Nate Institute, 583 D'Onohia Drive. Madison. LM 33719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1 -11 R22939815 608266 JA5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:10 2006 Page 1 1 -1 -0-0 1 1 -11 -12 I 6 I 9 - 11 - 11 I - 1 1 - 11 - 12 4 - 0 - 4 3 - 11 5 • ld Scale= 1:28.5 6.00 12 1.5x4 II 4 1 - 11 N _ . b 3x4 3 �1 V � 2 m la ►�� 7 6 5x5 = 3x6 = 3x4 = 3.00 12 1 1 -11 -12 I 6-0-0 I 9 -9-13 1 1 - 11 - 12 4 3 - 9 - 13 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) 0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.05 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) W eight: 30 lb BCDL 10.0 LUMBER BRACING ' TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 5 =95 /Mechanical, 6= 407 /Mechanical, 2= 304/0 -5-8 Max Horz2=168(load case 3) Max Uplift5=- 73(Ioad case 3), 6=- 217(Ioad case 3), 2=- 65(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3= -459/20, 3-4 =- 117/67, 4 -5 =- 70/31, 4-6 =- 307/206 BOT CHORD 2- 7=- 135/371, 6- 7=- 129/335 WEBS 3- 7= -4/177, 3-6=-341/173 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non-concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ��0 PR p f s bearing surface. s 9) This truss is designed in accordance with the 2003 International Bulding Code section 2306.1 and referenced standard ANSI/TPI 1. ,� �p1G( E9 W0 LOAD CASE(S) Standard 4C 1' :6PE ye Afig 4.R: -€ -N- EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ k A WARNING • Verify design pa amelenr and READ NOTES ON TIES AND INCLUDED M/ TER' REFERENCE PAGE M11.7473 BEFORE USE ■TBY =0 Design void for use only with "lack connoc toes. This design Is basod only upon paranxslcrs shown, and is for an Individual building component. Y Applicability of design paromontors and proper incorporuionof component is rospon4bllyof building designer- not truss designer. Brodng shown 1AiTek is for lateral support of individual wob mombei s only. Additional temporary tracing to insure stability during constnsc Ilan Is the responsibility of the eioclui. Additional permanent bracing o1 the overall shuclure Is the sespon9blltyol 8se bulkling designer. For general guidance regarding lubrication. dimity control. storage, delvery, erection and bracing. consult ANSI/TPIT Quality Criteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane. Elite 109 Safety Information available from Truss Plate Institute, 583 D'Onohuo Drive, Madison IM 53719. Cltrus Heights. CP 95610 Job Truss Truss Type Oty Ply 608266--Oak Street--Bldg 1 -11 608266 JA6 ROOF TRUSS 1 1 R2293981 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:11 2006 Page 1 -1-0-0 6-0-0 10-0-0 11-11-11 1-0-0 6-0-0 4-0-0 1 - 11 - 11 5 d. Scale = 1:33.2 • 4 6.00 12 ER 1 ds I 2 ►1 6 2x4 = 6-0-0 6-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -6 >410 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 Na Na • BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 28 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5 =63 /Mechanical, 2= 322/0 -5-8, 6 =57 /Mechanical, 3= 297/0.5 -8, 4= 191/0 -5-8 Max Horz2= 294(load case 3) Max Uplift5=- 48(load case 3), 2=- 31(load case 3), 3=- 231(load case 3), 4=- 145(load case 3) • Max Grav5= 63(load case 1), 2= 322(load case 1), 6= 114(load case 2), 3= 297(load case 1), 4= 191(load case 1) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/49, 2-3=-236/62, 3-4 =- 107/46, 4 -5= -2823 BOT CHORD 2 -6 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for 2.00 times flat roof load of 25.0 po on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) This truss is designed in accordance with the 2003 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��Q.E� PR °fen LOADCASE(S) Standard S r1G /0� 4 157: E 1"- ILO . ' ry 9FJ SONG EXPIRATION DATE: 06 -30 -08 September 28,2006 r 1 AL WARNING • Verify design parameters and READ NOTES ON THIS S AND INCLUDED MITE REFERENCE PAGE MD _ -7473 BEFORE USE. , Design veld for use Rory with Mtot connoc tors. This design Is basod only upon parameters shown, and is for an Individual building component. Applicability of design paramonten and proper lncorporofion of component 9 responsibility of building designer not truss designer. Bbcrdng shown MiTek is for lateen! support of Individual web mambas only. Additional temporary Pacing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall shucture Is the responslbil of the butkluig designer. For general guidance regarding fabricatksrl, quality control storage. delivery. erection and bracing. consul ANSI/WI' Qudiy Criteria, DSB-89 and BC311 Bullring Component 7777 Greenback Lane. Suite 109 Safely Wormation available from Truss Plate Institute, 583 D'Onohio Drive, raison WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939817 608266 JA7 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 8.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:12 2006 Page 1 I -1 -0-0 I 6-0-0 10-0-0 13 I - 1 - 0 - 0 6-0-0 4-0-0 3 -11 -11 5 - l a Scale= 1:38.4 4 6.00 FIT f=� 1 -5 3 2 a = 2x4 6 6-0-0 6-0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -6 >398 180 TCDL 7.0 Rep Stress 'nor YES WB 0.00 Horz(TL) -0.00 5 Na n/a BOLL D.0 Code IBC2003/TPI2002 (Matrix) Weight: 31 Ib BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 5= 127/Mechanical, 2= 322/0 -5 -8, 6 =57/ Mechanical, 3=297/0-5-8, 4= 255/0 -5-8 Max Horz2= 339(load case 3) Max Uplift5=- 96(Ioad case 3), 2=- 7(load case 3), 3=- 232(Ioad case 3), 4=- 193(Ioad case 3) Max Grav5=127(load case 1), 2= 322(load case 1), 6= 114(load case 2), 3= 297(Ioad case 1), 4=255(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 287/62, 3- 4=- 158/46, 4 -5= -56/45 BOT CHORD 2-6 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right • exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. • 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��Ql� PR °Fen LOAD CASE(S) Standard co • 14GIN 9 � O - k 157/PE 9F pONG .1\.) EXPIRATION DATE: 06 -30 -08 September 28,2006 WARMNQ • Verify design parameters and READ NOTES ON THIS AND DVCLODED MITER RETERENCE PAGE MD.7473 BEJ'ORE USE. • Design void for use only with MTok connectors. This design Is based only upon ,o,amoters shown, and is for an Individual building component. Applicability of design paramenlers and proper lncorporaion of component B responslbilty of building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector: Addilionul permanent bracing o1 the overall structure is the responsibily of the bulkling designer. For general guidance regrading labricalion, cruelty control storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, D5B•89 and BCSI1 Bulldng Component 7777 Greenback Lane. Site 109 Safely Informafion available from Truss Plate Institute, 583 D'Onolio Drive, Madison. Na 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 608266 JA8 ROOF TRUSS 2 1 822939818 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:13 2006 Page 1 • 1 -100 6-0-0 I 10-0 -0 I 14 , 15 - 11 1 1 -0-0 6-0-0 4-0-0 4-0-0 1 -11 -11 6 i d. Scale ..1:42.9 5 6.00 FIF 4 1-6 Qs i ur d 3 ^ A 1 2 2 7 1 D(4 = 7 I 6-0-0 { 6-0-0 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) t/defl Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -7 . >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -7 >398 183 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 34 Ib LUMBER • BRACING TOP CHORD 2 X 4 DF No.2 G . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 6= 63/Mechanical, 2= 322/0 -5-8, 7= 57/Mechanical, 3= 297/0.5 -8, 4= 256/0 -5-8, 5= 191/0 -5-8 Max Horz2= 385(load case 3) Max Uplift6=- 48(Ioad case 3), 3=- 233(Ioad case 3), 4=- 194(Ioad case 3), 5=- 145(load case 3) Max Grav6= 63(Ioad case 1), 2= 322(load case 1), 7= 114(load case 2), 3= 297(Ioad case 1), 4= 256(load case 1), 5= 191(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 339/62, 3-4 =- 209/46, 4 -5 =- 107/46, 5-6=-28/23 BOT CHORD 2 -7 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � ��� c O PROFFS LOAD CASE(S) Standard $\ 0NG(� 9 �f' /O kr 157 . . PE si r A ■ AM*. . 414 --• ''■°). i 9 N r RY 2b , J F DONG -4 EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ WARNING. Verify dart • wnwv fy gn Parameters and RESD NOTES ON TIDE AND INCLUDED AUTFX REFERENCE PAGE DUI- -7973 BEFORE USE. Design void for use only swih MTek connectors. This design b based only upon parameters shown, and is for an Individual building component. Applicability of design paurmentors and properincorporcr5on of component 6 respondbllty of building clesigner- not Truss designer. Blaring shown A '�� 1 K Is for lateral support of individual web mambo's only. Additional lomtwrary hoeing to insure stability during construction b the responsibility of the M erector. Additional pelmanenl tracing of the overall structure is the responsibiiy of tine buitlutg designer. for general guidance regording fabrication. quoit conlrol. storage, delvery, erection and doting. census ANSI/TPII Quality Crfeda, 058.89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety srdormotion avallabka from Truss Plato Institute, 583 D'Onokio Drive, Aksdison, N7 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R2293981 608266 JA9 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:14 2006 Page 1 I -1-0-0 6-0-0 I 10-0-0 I 14-0-0 I 17 -11 -11 I ' 1 -0-0 6-0-0 4-0-0 4-0-0 3-11 -11 7 . : 16 f Scale: 114 1' 6.00 12 i : 47 6 3x4 , 5 4 E4 .t 1 -4 2 2x4 = 8 I 6-0-0 I 6-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES -GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -8 >999 240 . MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -8 >410 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(T -0.01 7 rVa rVa BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 37 lb -' BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD . Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 7= 127 /Mechanical, 2= 32210 -5 -8, 8 =57 /Mechanical, 3=297/0-5-8, 5= 256/0 -5 -8, 6= 255/0 -5-8 Max Horz2= 430(load case 3) Max Uplift7=- 96(Ioad case 3), 3=- 235(Ioad case 3), 5=- 194(Ioad case 3), 6=- 193(Ioad case 3) Max Grav7= 127(load case 1), 2= 322(Ioad case 1), 8= 114(Ioad case 2), 3= 297(Ioad case 1), 5= 256(Ioad case 1), 6= 255(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 390/62, 3-4 =- 259/0, 4-5=- 253/46, 5-6 =- 158/46, 6- 7= -56/45 • BOT CHORD 2 -8 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non-concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrerlt with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . � � Q . E D P R O . LOAD CASE(S) Standard c t;t4 6;9 /02 � � r'• 15 6PE 9 r • .AV Allilik r al , . qRY 2 9 FO ONG 'J 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RE7'ERENCg PAGE MII -7473 BEFORE USE ' Design veld for use only with MTok connectors This design Is based only upon parameters shown. and is la an Individual building component. Applc:ablaty of design paomontors and proper incorporation of component is responsibtlly of building designer- not truss designer. Bracing shown MiTe k Is for lateral support of individual web members only. Additional tompoi ay bracing to unsure stability during construction Is the responsibility of the erector. Additional permanent bracing 01 the overvll structure is the respornsibil ly of tine building designer. For general guidance regarding - -- fabrication, cruelly control storage, delvery• erection and bracing, consult ANSI/1911 Quality Criteria, 019.89 and BCSII Butldng Component 7777 Greenback Lane. Suite 109 Solely Information available from Truss Pkite Institute, 593 D'Onohio Drive, Madison. WI 53719- Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939820 608266 JC1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:15 2006 Page 1 I 1-11-11 6.0 I 1 -11 -11 1.5x4 = 4-0-5 3 Scale = 1:10.1 6.00 FIT ' 2 6 • 5 '' • 3 sam 1 fr 3x4 = O . 0 0 5 4 6 6 3x4 = 3.00 1 3x4 A•2 -0 I 1 -11 -11 -1-8 6-0-0 0-2-0 1 -9-11 0-1-13 3-10-8 Plate Offsets (X,Y): (5:0- 2- 0,0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.06 5-6 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.39 Vert(TL) -0.19 5-6 >377 180 • TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.04 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 13 Ib BCDL 10.0 LUMBER BRACING • TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4 =80 /Mechanical, 1= 163/0 -3 -8 Max Horz1= 54(load case 3) Max Upliftl=- 29(load case 3) Max Grav4= 123(load case 2), 1= 163(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 175/65, 2- 3 = -13/0 • BOT CHORD 1- 6=- 91/140, 5 -6=- 85/150, 4 -5 =0/0 WEBS 2 -5 =- 152/87 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. PR OF fs 6) Refer to girder(s) for truss to truss connections. E 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 5 � 'AGI N : F s/ bearing surface. ,- 9 02 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � � 15 0 -9 •PE r LOAD CASE(S) Standard 11111, , Alir 4.4....t--.Aroi - . .... SONG `tJ EXPIRATION DATE: 06 -30 -08 September 28,2006 f 1 Ak WARNING • Verify design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE E PA OE MD -7473 BEFORE USE D bill esign void for use only with MTok connectors. This design Is based only upon par arnefen shown. and Is for an Individual building component. Appbcabitiy or design paramentors and proper lrx_orpora of compononl fs responsibility of building designer - not truss desks-ter. Bmdng shown MiTek' Is for lateral support of individual web members only. AdcIllional temporary bacsig to insure stability dozing construe hen is the responsibility of the erector. Addilional permanent bracing of the overall structure is the responsibilty of Ilse bulking designer. For general guidance regrading labricafion, quality control storage. deivery, erection and bracing, consult ANSI/1P11 Quality Criteria- D5B -89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety Information availahki from Truss Plate Institute, 583 D'Onohio Drive, Madison, lit 53719. Citrus Heights. CA 95610 Job. Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939821 608266 JC10 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:16 2006 Page 1 1 6-0-0 1 10-0-0 1 14-0-0 1 18-0 -0 119 -4-151 • 6-0-0 4-0-0 4-0-0 4-0-0 1-4-13 I� Scale = 1:51.4 6.00 12 6 l ri • 3-7 = 5 e 3x4 - 4 - 3 2 1 -3 p 1 2x4 = 8 0-F 6-0-0 I 0-2 -0 5-10-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -8 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -8 >392 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 7 n/a n/a BCLL 0.0 Code IBC2003T P12002 (Matrix) Weight: 38 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 7 =45 /Mechanical, 1= 238/0 -3 -8, 8 =58 /Mechanical, 2= 308/0 -5-8, 4= 256/0 -5-8, 5= 256/0 -5-8, 6= 173/0 -5-8 Max Horz1= 438(load case 3) Max Uplift7=- 34(Ioad case 3), 2=- 242(load case 3), 4=- 194(load case 3), 5=- 194(Ioad case 3), 6=- 131(load case 3) Max Grav7= 45(load case 1), 1= 238(load case 1), 8= 116(load case 2), 2= 308(load case 1), 4= 256(load case 1), 5= 256(load case 1), 6= 173(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 427/66, 2- 3=- 296/0, 3- 4=- 286/46, 4-5 =- 194/46, 5-6=- 93/46, 6- 7= -20/16 BOT CHORD 1 -8 =0/0 • NOTES • 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. . 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5, 6. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard c \bp • T N 0 9 6> 2 . 157. PE 9 f AL rli AN . SONG - EXPIRATION DATE: 06 -30 -08 1 . September 28,2006 • Al WARNING • Verify design parameters and READ NOTES ON TRW AND INCLUDED MITER RICVERE9CE PAGE MII-- 747313EFORE USE. Design vald tor use onty with FATek connectors This design Is based only upon paramelen shovel. and is for an Individual building component. BEM Apphcablhy of design paromentors and properincorporafion of component is rosponslbiily of bulling designer- not truss designer. Bracing shown IVIiTe k• is tor lateral support of individual web members onty. Additional tempora l ry acing to fissure stability during construction Is the responsibility of the erector. Additional permanent bracing of Ilse overall shucture is Ile responslbily oI tie building designer. For general guidance regarding fabrication, cruelty control storage. deivery, erection and bracing. consult ANSI/TPI1 Quality Crtteda, DS11419 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safely Information ow tram Truss Pinta Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street -Bldg 1 -11 608266 JC11 ROOF TRUSS 1 1 822939822 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:17 2006 Page 1 I 1 -3-12 I 6-0-0 11 -11 -11 1 1-3-12 4-8-4 5 -11 -11 4 Scale = 1:33.8 • 4- 6.00 FIT 1-4 in 3x8 i m 3 3-5 2 iti d� .... o 6 5 E4 - I e 3x4 v 55x�� 3.00171 3x4 = 012/0 1-3-12 I 6-0-0 I 12-0-14 0-2-0 1 -1 -12 4-8-4 6-0-14 Plate Offsets (X,Y): [5:0-1-8,0-1-8],[6:0-440-1-121 TCLL LOADING (psf) 5.0 0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.97 Vert(LL) - 0.03 5-6 >999 240 MT20 197/144 TCDL. 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) - 0.08 5-6 >907 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 . Horz(TL) 0.01 5 n/a' - n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 31 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Ib /size) 4= 209/Mechanical, 5= 391 /Mechanical, 1= 264/0 -3-8 Max Horz1= 274(load case 3) Max Uplift4=- 159(load case 3), 5=231 (load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 452/0, 2 -3=- 224/0, 3- 4=- 142/70 BOT CHORD 1- 6=- 221 /340, 5 -6 =- 359/487 WEBS 2-6 =- 150298, 3 -5 =- 597/440, 3 -6=- 265214 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ���ED P ROf' FS bearing surface. s 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \, (LN F,9 r /Q LOAD CASE(S) Standard 1 66 P E f AlliF • A 'RIP 4 .tlip FOONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 Alk WARNDIG . Verify design parameter, and READ NOTES ON TIES AND INCLUDED h17TER REFERENCE PAGE 4rD -7473 BEFORE USE. i�y�tC�: l Design void tor use only with MTek connectors. This design Is based only upon parameters shown. and is for an i ndivklucri bulkltrng component. �1� • nook- ab1tty of design parnmrniters and proper Incorporofion of component b iesponsibilty of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary booing to insure stability during construction's the responsibility of the M ■ �Tek• erector. Additional permanent bracing of 11,e overall structure is the I esponslbilly of the building designer. For general guidance regarding fabrication. qua ity conlrot deerection ge, delve. erection and bracing. consult ANSI/TPII Qudrty Crtteda, DSB -89 and BCSI1 Bullring Compnent 7777 Safely Information available from Truss Plato Institute, 383 D'Ono trio Drive, Wndisan. V4 33719. 7777 Citrus Heights. Gre Lane. Stile 109 nts. CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R2293982 608266 JC12 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:18 2006 Page 1 3-3-12 6-0-0 9 -11 -11 I - 3-3-12 2-8-4 3-11-11 3 Scale = 1:28.6 • •• d 6.00 rw 1 -3 3x4 0 2 4 i f 2-0 s�3 1 f 2i � 5 4 5x5 = 3x4 = 3x4 3.00 12 0 3-3-12 6-0-0 9-9-8 0-2 -0 3-1 -12 2-8-4 3.9-8 LOADING (psf) SPACING • 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) 0.02 5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.03 5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 4 n/a nla BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 26 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9 -6-8 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3= 168 /Mechanical, 4= 292/Mechanical, 1= 273/0 -3-8 Max Horz1= 228(load case 3) Max Uplitt3=- 127(load case 3), 4=- 156(load case 3), 1=- 17(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-777/251, 2-3=-107/57 BOT CHORD 1- 5=- 438/700, 4 -5 =- 415/650 WEBS 2-5=-77/227, 2-4 =- 703/448 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. • 7) Bearing at joint(s) 1 cortsiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. D PR 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �, r i Nt OAF CD Is% • LOAD CASE(S) Standard C� t 1766PE c 1 111 11 ,047 a .103 Alb" A 'D O N G .�J EXPIRATION DATE: 06 -30 -08 September 28,2006 • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RElERE 3VCE PAGE MD -7473 BEFORE USE. pppr Design veld for use only wllh /Wok connectors 1h1s design Is based only upon Itarometen shows. and is for an Individual building component. Applicability of design paiamenters and proper Incorporolon of component b responsibIrry of building designer- not truss designer. Bracing shown M riek' is for lateral support 01 l nclivldual web members only. Additional temporary b acing to insure stability during conslruciion Is the roslxrnslbllity of the elector. Additional permanent bracing of the overall shuclure Is the responsibiity al Me building designer. For general guidance regarding fabrication. quality control storage, delivery. erection and bracing, consult ANSI/D.11 Quality Criteria, DS13-89 and BCSI1 Buitdng Component 7777 Greenback Lane. Suite 109 Safety Information available from truss Plate Institute, 583 D'Onohio Drive, Madison. 1M 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - - &dg 1 -11 R22939824 608266 JC13 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:19 2006 Page 1 I 3-5-8 I 6-0-0 I 7 -11 -11 1 3-5-8 2-6-8 1 -11 -11 3 �: Scale = 1:23.7 ...t d 6.00 12 3x4 I%_3 2 N d �� 2 4 � 1 ,... 0 3 5 4 d 5x5 = 3x4 = III r 354 ; 3.00 FIT 0 0 3-5-8 I 6-0-0 7-10-8 I 0-2-0 3-3-8 2-6-8 1 -10-8 Plate Offsets (X,Y): [4:0- 0- 5,0 -1-8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) 0.01 5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.23 Vert(TL) -0.03 1 -5 >999 180 • TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 4 rife rite BCLL 0.0 Code IBC2003/11P12002 (Matrix) Weight: 23 Ib BCDL 10.0 LUMBER . BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 3= 112 /Mechanical, 4= 238/Mechanical, 1=260/0-3-8 Max Horz1= 184(load case 3) Max Uplift3= -84(Ioad case 3), 4=- 115(Ioad case 3), 1=- 30(Ioad case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-590/161, 2-3=-73/38 BOT CHORD 1 -5 =- 299/514, 4 -5 =- 283/475 WEBS 2 -5 =- 43/182, 2- 4=- 521/310 NOTES . 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of (Oe,E.D °fen bearing surface. S NG( 6..1? Lr /O 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSITPI 1. c• LOAD CASE(S) Standard 4� 15 66PE 7 � Ill . �— - . 4 c), e ` cDONGONGG J EXPIRATION DATE: 06 -30 -08 September 28,2006 1 A WARNING • Verify design paramatm and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE KII -7473 BFTORE USE. Design void for use only with MTek convectors. Thtr design Is based ony upon paramoton shown. and is for an Individual building component. Mg Appscabltty of dosign paromenfen and properincorponabon of component is responsibility o1 building designer- not truss designer. Bmdng shown M iTek' Is for 1010,01 support of individual wob members ony. AdcOltonal tempowsy Gating to insure stability during construc lion Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the resporuibily of the buiklbig designer. For general guklonce regarding fabrication. quaity control storage, delvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety information available hom Truss Plate Institute, 583 D'Onohlo Dave, Madison. VA 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R22939825 608266 JC14 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:20 2006 Page 1 3 5 - 11 3-5-8 2 -6-3 Scale = 1:18.8 1 - 6.00 I 12 . 4 2 1 -3 ' 10 2-4 w 1 5 4 5x5 = 3:4 = FIR 3.00 12 3x4 01-2-p 3-5-8 5-11 -11 61-0 0-2-0 . 3-3-8 2 -6-3 0 - 0 - 5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.01 5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.03 1 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 20 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud • REACTIONS (lb/size) 4= 247 /Mechanical, 1= 241/0 -3-8 Max Horz1= 152(load case 3) Max Uplift4=- 141(load case 3), 1=- 39(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 588/244, 2 -3= -69/0 BOT CHORD 1 -5 =- 351/523, 4 -5 =- 332/483 • WEBS 2- 5=- 56/183, 2 -4=- 532/366 NOTES • 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8).This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � N O OAFS' c ts/ LOAD CASE(S) Standard �\ O2 9 1576 • t • FO ' • EXPIRATION DATE: 06 -30 -08 J September 28,2006 � 1 A WARNING • Vert& design parameter. and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE Design void for u se only with MTak connectors This design Is baser only upon parameter show7, and Is for an hidiviclucd building component. Appicablity of design commenters and properincorporcrlon of component Is rosponsibtily of building designer- not truss designer. Bmdng shown _ iTe k Is for lateral supped of individual web members only. Additional temporary bacing to insure stablity during construc don Is the responsibility of the erector'. Additional permanent bracing of the overall shucture is the responsiblity 01 One building designer. For general guidance regarding fabrication, cruelty control storage. deivory, median and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Bulldng Component 7777 Greenback Lane. Stile 109 Safely information avalioble from Truss Plate Institute, 583 D'Onohio Drive, Madison. N1 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1.11 608266 JC15 ROOF TRUSS 1 1 R2293982 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:56:21 2006 Page 1 I 3 -11 -11 i 6-0-0 1 3-11-11 3x5 11 2-0-5 2 Scale = 1:13.0 6.00 t2 •• • • 1 _ ...oioioiiiiiii g12 cl 1110 . ■■ _Id 1 4 3 d 5x5 = a 1 0 V 3.00 FIT . Q-2?-2-9 3x4 3-5-8 f 3 -11 -11 1 6-0-0 I 0-2-0 3-3-8 0-6-3 2-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 1 - >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 • BC 0.20 Vert(TL) -0.02 1 -4 >999 180 • TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 2 n/a rVa ' BCLL 0. 0 Code IBC2003/TP12002 BCDL 10.0 (Matra) Weight: 151b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3 =25 /Mechanical, 2= 165 /Mechanical, 1= 144/0-3-8 Max Horz1= 88(load case 3) Max Uplift2= -61(Ioad case 3), 1=- 23(Ioad case 3) Max Grav3= 50(Ioad case 2), 2= 165(load case 1), 1= 144(Ioad case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= -59/36 . BOT CHORD 1-4=-1/25, 3 -4 = -0/0 WEBS 2-4 =0/119 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of � PR bearing surface. s 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �'D" 4, LNG) 9 LS' jO 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �C" -1 C" ?i LOAD C Standard 6 PE 9 r .FOONG ...,\) EXPIRATION DATE: 06 -30 -08 September 28,2006 _�Cp Design Design p WARNING • Verify design parameters and RECD NOTES ON THIS AND INCLUDED MITER RET RFNVCE PAGE MII -7473 BEFORE USE. Design veld for use only with /Wok connec lois. Ibis design Is based ony upon pararrolen show, and Is for an Individual building component. Y Applicability of design pa1om0ntors and proper Incorporation of component a responabfly of building designer- not truss designer. Bracing show M iTe k• Is for lateral support o1 naMdual web mambas only. Additional temporary bacing to Insure sfabi6ty during construction is the responsibility of the • erector. Additional permanent bracing of the overall siruclure Is the responstbil ly of he buiktng designer. For general guidance regarding . fabrication. wally control storage. deivery, erection and bracing, consult ANSI/TP11 Qudiy Criteria, DSB-B9 and BCSII Bulking Component 7777 Greenback Lane. Suite 109 . Safety Wormer/ion available from Truss Pble Institute, 583 D'Ono fiio Drive, Madison. 1M 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939827 608266 JC16 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:22 2006 Page 1 1 1 -11 -11 _ 1 6-0-0 1 - 1 -11 -11 1 _ 4-0-5 3 Scale = 1:10.1 6.00 Fli O - 2 r # 2-5 -3 aiss r • 0 c5 3x4 -,-..- � 5 4 1 6 3x4 = 3.00 1 354 n-2-0 1 1 -11 -11 F -1-8 6-0-0 I 0-2 -0 1-9-11 0-1 -13 3 Plate Offsets (X,Y): [5:0- 2- 0,0 -1 -12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) L/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.06 5-6 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.39 Vert(11) -0.19 5 -6 >377 180 • TCDL 7.0 'Rep Stress Incr YES WB 0.05 Horz(TL) 0.04 4 rda nla ' BCLL 0.0 Code fBC2003/TP12002 (Matrix) Weight: 13 Ib BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4 =80 /Mechanical, 1= 163/0 -3 -8 Max Horz1= 54(Ioad case 3) Max Upliftl=- 29(load case 3) Max Grav4= 123(load case 2), 1= 163(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 175/65, 2- 3 = -13/0 BOT CHORD 1 -6=- 91/140, 5 -6=- 85/150, 4 -5 =0 /0 WEBS 2 -5 =- 152/87 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. (�R ,- FR OFFS 6) Refer to girder(s) for truss to truss connections. • 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �� NGINF • s bearing surface. ,-_\ V 0 2 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 y 157:•.'E r LOAD CASE(S) Standard ' 11111 ■ ■ • ti Aliri ,9F ,J EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WAIUIDVO • Verify design parameters and READ NOTES ON nos AND INCLUDED MITER REFERENCE PAGE MD -7473 RETORE USE - Desigrl void for use only with MTok connec tors. This design Is based only upon porarrsoten shown, and Is for an Individual building component. Applcabllty of design paicrmontors and proper Incorporation of component is responslblity of building designer - not truss designer. (Siccing g shown M iTe k Is for 'alarm support of individual web members only. Additional temporary baring to Insure stabllty during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibily oI use building designer. For general guidance regarding fabrication. quail) conlroL storage- delvery. erection and bracing. consult ANSI/TPI1 t9ussfity Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293982 608266 JC17 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:22 2006 Page 1 1-10-3 2 1 - 10 - 3 Scale = 1:8.4 6.00 Fl 2 _3 ■ 1 3.00 FIT Igr 3x4 1 -10-3 1 -10-3 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -3 >999 180 • TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 6 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10 -3 oc purlins. • BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 1= 74/0 -4-0, 2=57 /Mechanical, 3= 18/0 -5 -8 Max Horz 1= 50(load case 3) Max Upliftl=- 10(load case 3), 2=- 49(load case 3) Max Grav1= 74(load case 1), 2= 57(load case 1), 3= 35(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -32/23 BOT CHORD 1- 3 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. PR 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OFFS LOAD CASE(S) Standard ,NJ � F9 s /�ij 15 r• 6P E RY25' &'DONG J EXPIRATION DATE: 06 -30 -08 September 28,2006' l „ WARNING • Vaify design parameters and READ NOTES ON TRW AND INCLUDED MITER REFERENCE FACE Md -7473 BEFORE USE. Desi4pt vald for use only wlh MTok connectors. This design Is basod only upon parameters shorn, and is tor an individual building component. Appficabilty of design poncrmenlers and proper Incorporo bon of component Is rasponsiblly of buikflg designer • not truss designer. Bracing shown IVIiTe k Is for lateral support of individual web members only. Additional temporary tracing to Insure slab0ty during construction is the responsibility of the erector. Additional permanent bracing of the overall shuclure is the iesponsibllty of Be building designer. For general guidance regarding POWER rO ■617•04■8.. fabrication. qualty conlrol storoge, delvery, erection and bracing. consult ANSI/TPI1 Quality Criteria DSB•89 and 8C511 Bulldrsg Component 7777 Greenback Lane. Suite 109 Safety Intormalon available from Truss Plato Institute, 583 D'Onohio Dnve, Madison 94 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street —Bldg 1 -11 R22939829 608266 JC18 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:24 2006 Page 1 1 -10-8 I 3-10-3 { - 1 -10-8 1 -11 -11 3 ,:! Scale = 1:13.0 QS 6.00 t2 2 1- T r 1 �,— 1 �i a 1 1114 1 ■ 3.00 1 3x4 ; 1 -10g l 1 -10-8 • LOADING (psf) SPACING 2 -0-0 CSI • DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 • Vert(TL) . -0.00 1 -4 >999 180 TCDL 7.0 Rep Stress Incr .YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BC_L 0.0 Code IBC2003/TPI2002, (Matrix) .. . Weight: 9 lb BCD_ 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10-8 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. . REACTIONS (lb/size) 1= 75/0 -4-0, 3=57 /Mechanical, 4= 18/0 -5 -8, 2= 115/0 -5-8 Max Horz1= 92(load case 3) ' Max Uplift3=- 44(load case 3), 2=- 98(load case 3) Max Grav1= 75(load case 1), 3= 57(load case 1), 4= 36(load case 2), 2= 115(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-81/24, 2- 3= -26/21 . BOT CHORD 1 -4= -7/7 NOTES • ' 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. . . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live (bads. . 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 2. P R 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c, ��F� OFFr NG(N• E s/ LOAD CASE(S) Standard . �C? � 9 . • � ' 15 1.6PE - 9F DONG 1J • f EXPIRATION DATE: 06 -30 -08 September 28,2006 • Al WARNING • Verify destgn parameters and READ NOTES ON THIS AND LNCLUDED MTLER REFERENCE PAGE LTD•7473 BEFORE USE MT Design veld for use only v.lh FATOk connectors. This design Is basod only upon parameters shorn, and Is for an individual building component. App9cabblity of design pammonters and proper Incorporaion of component is rosponslblity of building designer- not truss designer. Bracing shown MiTek Is for lateral support of undviduat web members any. Additional temporary baring to Insure sfabflity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsiblity el the building designer. For general guidance regarding � A � fabrication, quarry control storage, delvery, erection and bracing, consult ANSI/0 Qualify Cdloda, DSB-89 and BCSI1 Bullring Component ,7777 Greenback Lane. Suite 109 Safety Information available from Truss POI) Institute, 583 D'Onohio Drive, !Jackson, IM 53719. Citrus Heights. CA 95610 • , Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939830 608266 JC1G ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:25 2006 Page 1 1 -1 -0-0 I 1 -11 -11 3 1 1-0-0 1 -11 -11 -4 Scale = 1:8.4 6.00 fir , - 'c - 1 -3 2 /' d 1 I- _I .. 3.00 12 Al k ill._ ' 1 3x4 0 1 -11 -11 I 1 -11 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (IucA; Udef Lid PLATES GRIP TCLL 25.0 7.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 • 220/195 (Roof Snow =2 Lumber Increase 1.15 BC 0.04 Vert(TL) ' -0.00 24 >999 180 • TCDL 0.0 Rep Stress Incr YES WB 0.00 Horz(TLj -7 13 n/a ria BCLL 0.0 BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 8 lb LUMBER . BRACING - • TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 a. p .ilfn >. SOT. CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3= 42/Mechanical, 2=165/0-5-8, 4= 19/0 -5 -8 Max Horz2=71(load case 3) Max Uplift3 Z5(Ioad case 3), 2=- 75(Ioad case 3) Max Grav3= 42(iead es.se 1), 2= 184(Ioad case 4), 4= 38(load case 2) FORCES (lb) - Maximum Compresslc.1 /Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3= -40/15 .. . BOT CHORD 2 -4 = -7R NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BGu.1., ; t4 # ; °egory II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ;end vertical left and right exposed; Lumber Lis 7L >]..'9 ?lat ;=rrip - DOL'r1.33.. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fullyu/ :p- - • .. . 3) This truss has been designed for 2.00 times flat roof Toad ofx;i-0 psf an.overharos non - concurrent with other live loads. • 4) This truss has been designed for a 10.0 psf bottom chord live io,1d no4i-onctirrent with art•; other live loads, 5) This truss requires plate inspection per the Tooth Count Meft ,,vhen this'tr:rss is chosen ii; quellty'asstir�j105 i nspection, • 6) A plate rating reduction of 20% has been applied for the greentyrr,ber members. 7) Refer to girder(s) for truss to truss connections. ....• , • 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIrP1 1, angle to grain.fornnula. Efu:Idin designer a, - verify capacity 9 9 houS . + veri ^ ^ of bearing surface. ��G��D PR OFFS 9) Beveled plate or shim required to provide full bearing surface with tl :s chord at joints) 4. 10) This truss is designed in accordance with the 2003 International Bult,,g Code section 2305:1 arliryeferenc> d standard ANSIlTPI 1. � �S �N (N ' 9 / 0 LOAD CASE(S)..Standard 2 c t • 15T—PE r - . �� / A - ��. RY 2S ', ' FOONG '4 EXPIRATION DATE: 06 -30 -08 • September 28,2006 • ERENn�PA - :• -e..- -. ..oa•...c -_ . .. - ... w f:_ • , a.1. . .. .._ ... -o -... ...... - .. a WARNING • Verify design parameters t meters and RD NOTES ON THIS AND I N a fJ D ED and is for an lift 473 14Ei ORE rJSE Design vend foruse aril/ vdlh Wok connectors > design o �I componopnl 1 ns>blty o1 budding definer' n `' AppficablGry of design paromcxntms and proper bac°n iic'ipoto i stadGN ciu�g construe ..fi i il nd shown MiTek Is for blare] support of individual web mambos only. Additional temporary g ,v, da OSe•69 an BCSS ` I g of the ng erector. Additional permanent bracing 01 the overall shucture is the responsibilN of tlx: buipkng dC • For g • fabrication, quaff) control stotoge, defvery, erection and brae ng, coruu ANSI/TPII Qudlty •C omonent Component ^e .re.ae...• Safety Information available from Truss Pirtle Institute, 383 O'Onohio Nye, Madison, WI 53719. 7777 Greenback Lone. Suite 109 Citrus Heights. CA, 95610 • Job Truss Truss Type - I I - 1 Oty Ply 608266- -Oak Street- -Bldg 1 -11 608266 JC2 ROOF TRUSS 822939831 BMC West—Sherwood. Sherwood, Or 97140 I Job Reference o tional fP ) J 6.100 s Sep 17 2004 Miirek Industries, Inc. Thu Sep 28 10:56:26 2006 Page 1 1.5x4 I I I 3-11-11 3-11-11 3 I 6-0-0 l f 2-0-5 2 t•: • Scale = 1:13.0 6.00 12 - g■ w I g w 5 5x5 = 4 d • d 1 er 3.00 FT • ?-2-13 3x4: 3-5-8 3 -11 -11 0.2-0 33-0 I 3-11-2 I I 6-0-0 • 0-5-10 0-0-9 LOADING (psi) 2 TCLL 25 SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.27 Vert(LL) 0.01 5 >999 240 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 1 -5 >999 180 MT20 197t144 Rep Stress lncr YES WB 0.07 • BCLL O . p BCDL -10.0 Code IBC2003/TPI2002 Horz(TL) 0. 00 4 Na Na . (Matrix) LUMBER Weight: 151b TOP CHORD 2 X 4 DF No.2 G BRACING T OT CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. WEBS - 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 3= 172/Mechanical, 4 =25 /Mechanical, 1= 161/0 -3-8 Max Horz1= 96(load case 3) Max Uplift3=- 73(load case 3), 1=- 25(load case 3) Max Grav3= 172(load case 1), 4 =50(load case 2), 1= 161(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 6527, 2 -3= -34/76 BOT CHORD 1 -5 =- 125, 4 -5 = -0/0 WEBS 2 -5 =0/119 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= S.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber.DOL =1.33 plate.grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load noridoncurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the grezn lumber members. • 6) Refer to girder(s) for truss to truss connections. angle 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 le to grain formula. Buildirrf/esigner should verify capacity of bearing surface. PROF . 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 an�eferenced standard ANSI/TPI 1. LOAD CASE(S) Standard �� \� �NG(N • .9 u,/ GIN 2 157. - .. ., .. t-� °yam ? a . EXPIRATION DATE: 06 -30 -08 September 28,2006 r r ccu WARNIIVO • Verify design parameter. and READ NOTES ON T' brO DCD �T� RFS CE pa GE 8{p -7473 BEFORE Design void for use only with MfTek connectors l . 11113 design Is base 'ronf is r os melo show,, a,� Is for On :uaII:10comI ran App5cabiG of design 9 Po of b a y D poamenten and proper incorporolon �0 to I nsu t9 Q Co huIs d ly s for lateral support o, indiidual web members only. Addltiorznsull tby of hse boil Thi cl y au �0 oor O is der Brcrtl erector. Additional permanent broci ng o1 the overau shuctubrive mad CNf 0 DSB�r g gum AQOrn of Ilse lUbrico lion, quafy conlrol storage, deivery, erection and 89 SII iley Information available from Truss Pkite Intitute, 583 Building Comrsonen} iTG IC� 7777 Greenback Lane. Suite 109 Sc Citrus Heights, CA, 95610 4 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bdg 1 -11 R22939832 608266 JC20 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:27 2006 Page 1 1 -1410 1 2 -0-0 1 3 -11 -11 1 1-0-0 2 -0-0 1 -11 -11 4 Scale = 1:13.0 d 6.00 12 3 ' 4 n so dr 2 0 lio,,W 1.1 Orr �r•, _, 3.00 FIT 1 3x4 % 2-0-0 2-0-0 TCLL LOADING (psf) 5.0 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP • (Roof Snow 25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 • 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a• n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 11.Ib LUMBER BRACING ' TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (It/size) 4 =57 /Mechanical, 2= 165/0 -5 -8, 5= 19/0 -5 -8, 3= 100/0 -5 -8 Max Horz2= 113(load case 3) Max Uplift4=- 44(load case 3), 2=- 50(Ioad case 3), 3=- 84(load case 3) Max Grav4 =57(Ioad case 1), 2= 184(load case 4), 5=38(load case 2), 3= 100(Ioad case 1) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 75/15, 3-4= -26/21 BOT CHORD 2- 5 = -7/7 • . • NOTES . 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3. ''S-Ys 9 PR D�� L).0 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,.._<'D LNG 6',9 / 0 LOAD CASE(S) Standard �� 1 6 r A. . Iv : „ .... „ 0 . 0: ,,,, i I� y J FOONG A EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED 1DTTER REFERENCE PAGE Mil-7473 BEFORE USE D le esign void for use only wllh MTek connectors. this design Is based only upon parameters shows. and is for an Individual building compononl. . Appicabthry of design poramentors and proper Incorpore ion of component is responslbBty of building designer- not truss designer. Bracing shown IV4iTe k• ti for lateral support of individual web member s ony. Additional temporary ',acing to fissure stablity during construction Is the responsibility of the elector. Additional permanent bracing of the overall structure is the responslbzl ly ul Die building designer. For general guidance regarding Iobuicalion. quail) control. storage, delvers?, erection and bracing. consul ANSI/TPl1 Qualify Criteria, DSB.89 and BCSII Building Compnent 7777 Greenback Lane. Suite 109 Safety $Mormation avallabb from Truss Plate Instllu lo, 583 D'Ono trio Drive, Madison. 04 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939833 608266 JC3 ROOF TRUSS 1 1 • Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 6 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:27 2006 Page 1 I 3-5-8 I 5-11-11 61.0 ' 3-5-8 2-6-3 lY0-5 Scale = 1:18.8 • . . 6.00 12 3x4 • 2 1 -3 y 2-4 P■ I r■ a 1- . 1 o ' S 4 d ' • 5x5 = 3x4 = . 3.00 FT 3x4 (2-p 3-5-0 • I 5 -11 -11 6t0 0-2-0 3-3-8 • 2-6-3 0-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.01 5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.03 1 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 4 rlla n/a • • • BCLL 0.0_ - Code IBC2003/TPI2002 (Matrix) . Weight: 20 lb BCDL 10.0 LUMBER .. BRACING • TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. • • • BOT CHORD 2 X 4 DF No.2 G • BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4= 246/Mechanical, 1= 243/0 -3 -8 Max Horz1= 152(load case 3) ' Max Uplift4=- 139(Ioad case 3), 1=- 40(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 598/250, 2- 3= -69/0 BOT CHORD 1- 5=- 356/532, 4 -5 =- 337/491 WEBS 2- 5=- 57/186, 2- 4=- 539/370 NOTES • .. . 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL= 1.33,: 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. .. • • . 3) This truss has been designed for a 10.0 psf bottom chord Iive,Ioad nonconcurrent with any other live Toads. • 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 5) A plate rating reduction of 20% has been applied for the green lumber members. . . .. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. QE PR OFF 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \�.`CT, 146i � : n LOAD CASE(S) Standard ,C? Qi 1766PE r • • 1 _ "RIP IN t' .ilrr . DONG %° 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 A • Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7479 BEFORE USE. �■a Design vald for use any with Mick connec tors. Ills design Is based only upon parameters shows. and Is for an Indivkluol building component. wit YY Applicability 01 design paramonters and proper Incorporation of component is resporalbllly of bulidmg designer- nol truss designer. Bracing shown MiTek- is for lateral supped 01 hsclIvidual web rmmbers only. Additional temporary bracing to ensure stability during constnic !Ion Is the responsibility et the erector. Additional permanent bracing 01 Me overall structure Is the responsiblly of ttre building designer. For general guidance regarding lubrication, pushy control storage. delvery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Omhio Drive, Madison. 1M 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266-Oak Street -Bldg 1 -11 R22939834 608266 JC4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:56:29 2006 Page 1 3-5-8 I 6-0-0 I 7 -11 -11 3-5-8 2 -6-8 1 -11 -11 3 Scale = 1:23.7 .mod 6.00 12 3x4 T3 - 4 2 v d MB 2 -4 r 5 1 le?' 5 4 d • 5x5 = 3x4 = 0 3x4 3.00 ITI 0 3-5-8 I 6-0-0 7 -10-12 I . 0 3 2 -6-8 1 -10-12 Plate Offsets (X,Y): (4:0- 0- 5,0 -1 -8] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL • 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) 0.01 5 >999 240 MT20 197/144. (Roof Snow =25.0) Lumber Increase 1.15 BC 0.23 Vert(TL) -0.03 1 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 4 n/a nla BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 23 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins. . BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. WEBS 2X3SPFStud • REACTIONS (lb/size) 3= 113 /Mechanical, 4= 239 /Mechanical, 1= 260/0 -3 -8 . Max Horz1= 185(load case 3) ' Max Uplift3= -84(load case 3), 4=- 115(load case 3), 1=- 30(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 591/162, 2 -3= -74/38 BOT CHORD 1- 5=- 300/515, 4 -5 =- 284/476 WEBS 2 -5 =- 43/182, 2- 4=- 522/311 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of � �Eq oC bearing surface. c' N G (N - ` / O 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� !� LOAD CASE(S) Standard • 4C-444 15 • • PE T IIII A r1 ... . 4.10i_.4014 - GONG -0 EXPIRATION DATE: 06 -30 -08 September 28,2006 r , WARNING • Verify design parametcre and READ NOTES ON TRW AND INCLUDED MITER REFERENCE PAGE MD•7473 BEFORE USE. ■ f Desltpi void for use ony with Wok connect tors. This design Is based only upon pOianxslors shown. and Is for an Individual buiding component. Appicabiity of design paramonters and proper incorporo ion of component Is rosponsibllty of building designer- not truss designer. Bradng shown �;Te k Ls for lalesot support of individual web rmmbers ony. Additional tomlxxary bracing to 'insure stabiily during construe Ilan Is the responsibility of the erector. Additional permanent bracing of the overall shucture is the responsibliy of Cie building designer. For general guidance regarding fabrication, quoity control storage, delvery. erection and bracing, comic ANSI/TPI1 Quality Crlteda, DSS•89 and BCSI1 &Aldng Component 7777 Greenback Lane. Suite 109 Safety Informallon avalloblo from Truss Plate Institute, 583 D'Onohio Drive, Awsdison, y4 33719. Chris Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1.11 R2293983 608266 JC5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:30 2006 Page 1 1 3-2-12 1 6.0-0 1 9 -11 -11 1 • 3-2-12 2-9-4 3 -11 -11 3 S Scale= 1:28.6 6.00 riF 1 -3 3x4 ° d_ 2 fiI 2 4 t a,0 5 4 Id 5x5 = 3x4 = ►1 3x4 3.00 12 0 3-2-12 1 6-0-0 1 9-11 -9 1 0-2-0 3-0-12 2-9-4 3-11 -9 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) 0.02 5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase ' 1.15 BC 0.27 Vert(TL) -0.03 5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 4 Ws Na BCLL 0.0 Code IBC2003/TP12002 (Matrix) - - Weight: 26 lb • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -10 -15 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD • Rigid ceiling directly applied or 9 -3 -8 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3= 175 /Mechanical, 4=296/Mechanical, 1= 272/0 -3-8 . Max Horz 1= 232(load case 3) ' Max Uplift3=- 132(load case 3), 4=- 161(Ioad case 3), 1=- 14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 807/269, 2 -3 =- 112/59 BOT CHORD 1- 5=- 462/731, 4 -5 =- 437/679 WEBS 2-5=-83/234, 2 -4=- 731/471 • • NOTES • 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. . 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof srlow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. D PR 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c.- / G(7 . utt9 �O LOAD CASE(S) Standard ,C? � F 9 15 6PE f L 1 . 11- OR - .L.. �7r . k. N di. ... A n l FOONG s EXPIRATION DATE: 06 -30 -08 September 28,2006 • WARNING. . Verify design parametsre and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE M17.7473 BEFORE USE R'rL1 • Design void for use only with /Wok connectors This design Is based only upon PC iamoters show+l. and Is for an Individual bullding component. �� Applicability of design paramentors and proper Incorporation of component is responsfblity of building designer- not truss designer. Bracing shown MiTek" Is for Merril support of individual web members only. Additional temporary baring to insure stability during construction Is the responsibility of the erector. Addiliorel permanent Luacvg of the overall structure Is the respons5Wlty al l e building designer. For general guidance regarding fabrication. ovally control. storage. deivery. erection and bracing. consult ANSI/TP11 Qualify Criteria, 1)S13•89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkdo Institute, 583 D'Onolrio Drive, Madison. VII 53719. Citrus Helpnts, CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1 -11 R22939831 608266 JC6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:30 2006 Page 1 1 1 -2 -12 I 6-0-0 I 11 -11 -11 1 1 -2 -12 4-9-4 5-11-11 4 1 d Scale = 1:33.7 • 6.00 12 1 -4 3x8 % d in 3 efr 35 2 1 2- i 0 'd E4 6 5 3x4 3.08 3x4 = 012101-2-12 I 6-0-0 11 -10.7 I 0-2-01-0-12 4-9-4 5 Plate Offsets (X,Y): [5:0- 1- 7,0 -1-8], (6:0- 4- 4,0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 • Vert(LL) -0.03 5-6 >999 240 MT20 197/144 (Roof. Snow =25.0) TCDL 7_p Lumber Increase 1.15 BC 0.25 Vert(TL) -0.08 5-6 >888 180 - BCLL 0.0 Rep Stress Ihcr YES WB 0.23 Horz(TL) 0.01 5 n/a r1/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 31 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 4= 212 /Mechanical, 5= 391 /Mechanical, 1= 262/0 -3-8 . Max Horz1= 275(Ioad case 3) Max Uplift4=- 161(Ioad case 3), 5=- 232(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 432/0, 2 -3=- 196/0, 3- 4=- 143/71 BOT CHORD 1 -6 =- 212/318, 5 -6 =- 366/494 WEBS 2- 6=- 160/314, 3-6 =- 305/235, 3-5=- 603/446 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ���D PR OfF bearing surface. '� s 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0 ' Ei9 / 0 2 LOADCASE(S) Standard k 15 r •6PE � r .. . A ■ 1 ,k i lik , jg: :,.. i gRY2b' RF OONG .� EXPIRATION DATE: 06 -30 -08 September 28,2006 i . a WARNING • Verify design parameter. and READ NOTES ON TIES AND INCLUDED EWER REFERENCE PAGE i1j7• 7473 BEFORE USE. la Design void for use only with Wok connectors. This design Is based only upon pararnelen shown. and is for an Individual building component. App1cablhty of design paromonlors and proper incorporcrbon of component b rosponslbllly of building designer- not bun designer. Bracing shown MiTek. Is for lateral support of individual wob members only. Additional temporary tracing to insure stability during corslfruc don Is the responsibility of the erector. Additional permanent bracing of the overall structure is the respornstbllty of the building designer. For general guidance regarding fabrication. coolly ConlroL storage. deivery, erection and bracing. consult ANSI/TPII Crudity Criteria, DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 583 D'Ono10 Drive. Madison, rM 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939837 608266 JC7 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:32 2006 Page 1 6-0-0 10-0-0 13-11 -11 6-0-0 4-0-0 3-11 -11 4 Id Scale= 1:38.1 6.00 I 3 all 1-4 e • 2 th al 16 244 = 5 • 0-20 6-0-0 0-2-0 5-10-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loo) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -5 >381 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight: 291b • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • REACTIONS (lb/size) 1= 238/0 -3-8, 4= 127 /Mechanical, 5 =58 /Mechanical, 2= 308/0 -5-8, 3= 255/0 -5-8 Max Horz1= 314(load case 3) Max Uplift4=- 96(load case 3), 2=- 239(load case 3), 3=- 193(load case 3) Max Grav1= 238(load case 1), 4= 127(load case 1), 5= 116(load case 2), 2= 308(load case 1), 3= 255(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 288/66, 2 -3 =- 158/46, 3 -4= -56/45 BOT CHORD 1 -5 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - LOAD CASE(S) Standard � _N� PR F9s 2 4.444 15 66PE �{ • PAL 411Mh e DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 • . WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RETERENCE PAGE MD•7473 BEFORE USE. till Design void for use only with MTek connectors. this design Is based only upon parameters shovan, and is for an Individual twitting component. Applicability of design commenters and properincorporalon o1 component Is rosponslbllly of building designer • not truss designer. Bmdng shown MiTek Is for lateral support of individual wob members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 1 y Y iT�r k• erector. Additional permanent bracing of the overall saucture is the responsftsllly of the building designer. For general guidance regarding labricalion, quality conlroL storage, delvety. erection and bracing, consufl ANSI/P11 Quality Criteria, DSB -89 and BCSlI Building Component 7777 Greenback Lane. Suite 109 • Safely Information available from Truss Plate Institute, 583 O'Ononio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 • • Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939838 608266 JC8 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:32 2006 Page 1 6-0-0 I 140-0 I 14-0-0 I 15-11-11 I 6-0-0 4-40 4-0-0 1 -11 -115 Scale = 1:43.3 4 I V Id 6.00 12 3 1-5 ds 2 1 6 ry 2x4 = 6 0-O 6-0-0 I 0-2 -0 5-10-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 • , 1 -6 >381 180 TCDL 7.0 Rep Stress Incr ..YES WB 0.00 Horz(TL) -0.01 5 Na Na • BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 331b BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 1= 238/0 -3-8, 5= 63/Mechanical, 6= 58/Mechanical, 2= 308/0 -5-8, 3= 256/0 -5-8, 4= 191/0 -5-8 Max Horz 1= 360(load case 3) Max Uplift5=- 48(load case 3), 2=- 240(load case 3), 3=- 194(load case 3), 4=- 145(load case 3) Max Grav1= 238(load case 1), 5= 63(Ioad case 1), 6= 116(load case 2), 2= 308(load case 1), 3= 256(load case 1), 4= 191(IOad case 1) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =- 339/66, 2- 3=- 209/46, 3-4 =- 107/46, 4-5= -28/23 BOT CHORD 1 -6 =0/0 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ��5,`C`0NG P N O 9 S�O 157��•PE y r 0 * ' I DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 A WARNDNG • Verify design parameters and RLID NOTES ON THIS AND INCLUDED MaTEIC REFERENCE PAGE MD -7473 BEFORE USE D Ell esign wad for use only with MTok connoc fors. this design Is based only upon parametan shows, and is for on individual building componenl. Appficabltty of design paramontnrs and proper incorporation of component is responsiblIy of building designer- not truss designer. Bracing shown MiTek Is lot Word support of individual web rrombers only. Adcllhonal temporary bracing to hlsure stadfity during consinrc n ro on Is the spornslbllity of the erector. Additional permanent bracing of the overall structure is the responslbiiy of use buiklung designer. For general guidance regarding - fuluicalson. quoiyconlrol storage. deivery, erection and bracing. consun ANSI/TPl1 Quality Criteria, DSB -89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Plate Institute. 583 D'Ono trio Drive. Madison. V4 53719. • Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street —Bldg 1 -11 R22939831 608266 JC9 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:34 2006 Page 1 1 6-0-0 1 10-0-0 1 14-0-0 i 17 -11 -11 1 6-0-0 4-0-0 4-0-0 3 -11 -11 6 Ii Scale: 1/4' =1' 6.001 1 3-6 5 �i 3x4 4 3 o h 4 2 pr.:4 1 -3 er 1 2x4 = 7 00 6-0-0 1 0-2-0 5 -10-0 LOADING (psf) SPACING . 2 -0-0 CSI DEFL in (loc) Lldefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -7 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -7 >392 180 ' TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 6 Na Na BCLL 0.0 Code IBC2003/fP12002 (Matrix) -' • Weight: 36 Ib BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 6= 127 /Mechanical, 1= 238/0 -3 -8, 7= 58/ Mechanical, 2=308/0-5-8, 4= 256/0 -5-8, 5= 255/0 -5-8 Max Horz1= 405(load case 3) Max Uplift6 =- 96(Ioad case 3), 2=- 241(load case 3), 4=-194(load case 3), 5=- 193(Ioad case 3) Max Grav6= 127(Ioad case 1), 1= 238(load case 1), 7= 116(load case 2), 2= 308(Ioad case 1), 4= 256(Ioad case 1), 5= 255(load case 1) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =- 390/66, 2- 3=- 259K), 3-4 =- 253/46, 4- 5=- 158/46, 5-6=-56/45 BOT CHORD 1 -7 =0/0 NOTES • • 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCOL=4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 'S <.'kl'D PR Op � 0 L NG F < :), 1 / 66PE r 111 - 4 mi IN „ , ice €DONG 'J 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 I 1 Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 55.7473 BEFORE USE. Mil Design void for use only with MTok connectors. This design Is basod only upon pararreten shown. and is for an Individual building component. • Apphcablity of design pammcnrors and proper irscorporaton of component b rosponsldity of building designer - nol truss designer. Bracing shown MiTek. Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during constriction Is the responsibility of the erector. Additional permanent tracing of the overall shucture Is the responsibility oI the bulking designer. For general guidance regarding fabrication. qualty conlroL storage, deivery, erection and bracing consult ANSI/TPII Quallty Criteria, DS8.89 and BCSIS Bullring Component 7777 Greenback Lane. Suite 109 Safety Informa9on available hem truss Plate institute, 583 D'Onohio Drive,.Modison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street--Bldg 1 -11 R2293984C 608266 JD1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:35 2006 Page 1 1 1 -11 -11 1 6-0-0 • 1 -11 -11 4-0-5 2 Scale = 1:9.7 6.00 12 -2 ......... P, 13 � 3 2x4 = 1-11-11 6-0-0 1 4 LOADING ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP (Roof Snow 25.0) . Plates Increase 1.15 TC 0.06 Vert(LL) -0.06 1 -3 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.19 1 -3 >373 160 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a nla BCDL 10.0 Code IBC2003/TP12002 (Matrix) _ Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 1= 119/0 -5 -8, 2 =60 /Mechanical, 3 =59 /Mechanical Max Horz1= 47(load case 3) Max Uplift2=- 48(load case 3) . Max Grav1= 131(Ioad case 2), 2= 60(load case 1), 3= 118(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= -2923 BOT CHORD 1 -3 =0/0 • NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. . 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � �Ep s s - -- - SE(S) -- Standard - - -- --- - -. — -- ------ ..__.._....._...._.__..... .._.... • PR OF , 1 766PE yr • ■IIPP . EOONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 Al WARNING • Verify design parameters and READ NOTES ON TMS AND DVCLUDED JITTER' REFERENCE PAGE MD•7473 BEFORE USE Design wall forum only with MTek connectors This design Is based only upon parannten shows. and is for an Individual buitling component. Y�fY AppBcabltity of design poramentors and properincorporafon of component Is nesponsibilty of building designer- not truss designer. Bracing shown IVI�Te k• B for Lateral support of individual web members onty. . Additional temporary tracing to insure stabIBty curing construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the resporuibilty of Me building designer. For general guidance regarding fabrication, qua' tycornhoL storage, deivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Buildng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Ono trio Drive, Madison, NA 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939841 608266 JD10 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:35 2006 Page 1 640 10-0 -0 14-0-0 18-0-0 1 19-0 -15 6-0-0 4-0-0 4-0-0 4-0-0 1 6.00 12 1;1' Sale= 1:51.4 6 6 4-7 5 3x4 i ii 4 3 '' g p�x4 = 8 r71 6-0-0 1 0-2 -1 5-9-15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -8 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -8 >392 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 7 n/a rVa BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 38 lb • BCDL 10.0 LUMBER BRACING • TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 7 =45 /Mechanical, 1= 238/0 -3-8, 8 =58 /Mechanical, 2= 308/0 -5-8, 3= 256/0 -5-8, 5= 256/0 -5-8, 6= 173/0 -5.8 Max Horz1= 438(load case 3) Max Uplift7=- 34(load case 3), 2=- 242(load case 3), 3=- 194(load case 3), 5=- 194(load case 3), 6=- 131(load case 3) Max Grav7= 45(Ioad case 1), 1= 238(Ioad case 1), 8= 116(load case 2), 2= 308(Ioad case 1), 3= 256(load case 1), 5= 256(load case 1), 6= 173(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 427/66, 2 -3=- 296/46, 3-4 =- 194/0, 4- 5=- 188/46, 5-6=- 93/46, 6- 7= -20/16 BOT CHORD 1 -8 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof srlow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 5, 6. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. R LOAD CASE(S) Standard � IA (7,. 0 s/O • 2 157 . a PE . 9 r ofi DONG �J EXPIRATION DATE: 06 -30 -08 • September 28,2006 r e WARNING • Veil & design parameters and READ NOTES ON THIS AND INCLUDED IT88: REFERENCE PAGE 511 -7473 BEFORE USE. Design void for use only W th Mick connectors This design Is based only upon potameten show's. and is for an Indmdual building component. Applicability of design paramonfers and properincorporaton of component b responsiblity of building designer- not Truss designer. Bradng shown MiTek. Is 10r lateral support Of Individual web rromb nly ers o. Additional temporary tracing to Insura stabifiry during construction Is the responsibility of the esectoi. Additional permanent bracing of the ovesat shucture is the tesponsidly 0l Bee bulkJhlg designer. For general guidance regarcling fabrication, qualty control. storage. delvery, erection and bracing, consult ANSI/TPI1 Oudlty CrIterla, DSB -89 and BCSI1 Bullring Component 7777 Greenback Lene. Suite 109 Selay Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison, W 33719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 --Oak Street - -Bldg 1.11 R22939842 608266 JD11 ROOF TRUSS 11 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:36 2006 Page 1 • 6-0-0 1 10-00 11 -11 -11 l 6-0-0 4-0-0 1 -11 -11 5 - Id Scale= 1:35.6 4 1 6.00 'I 2 lirM 1 -5 5 3 1 • n d� 1.x4 II �� � ►t 2 4I h �: N Id 8 4x8 = 7 6 3x4: . 1.5x4. 01210-111-131 3.00 I 12 1.5x4 1 0-2-1 5-0-3 0-9-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) t/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) 0.09 7 >787 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.54 Vert(TL) -0.16 7 >411 180 TCDL 7.0 Rep Stress !nor YES WB 0.13 Horz(TL) 0.01 6 Na rite • BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 30 Ib BCDL • 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G ' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 3 SPF Stud . REACTIONS (lb/size) 5= 63/Mechanical, 6= 101 /Mechanical, 1= 239/0 -3 -8, 3= 264/0 -5-8, 4= 191/0 -5 -8 Max Horz1= 272(load case 3) Max Uplift5= -48(load case 3), 6=- 29(load case 3), 3=- 182(load case 3), 4=- 145(load case 3) . • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 256/0, 2 -3=- 199/53, 3-4 =- 107/46, 45 = -2823 BOT CHORD 1- 8= -12/0, 8 -9 =- 29/42, 7 -8 =- 21/16, 6 -7 =0/0 WEBS 7-9=-126/131, 2- 9=- 81/112 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0 P R 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. ,`�Q`E oF � ` .n 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ‹.) �� G I N F9 /O LOAD CASE(S) Standard 4..C....‘1 / -7 15 t • . I .6PE f � F OONG .4 EXPIRATION DATE: 06 -30 -08 September 28,2006 1 a Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MT= REFERENCE PAGE MD -7473 BEFORE USE. �- Design vald for use only vdth MTok connec tors. This design Is based ony upon parameters shown and is for an Individual bulging component. Applicability of design paiamenfors and proper incorpora ion of component Is responsibilty of building designer- not truss designer. Bracing shown R A� k ' Is for lateral supper) 01 individual web members only. Additional temporary deicing to insure stability clueing construction is the responsibility V0 bility of the , erector. Additional permanent bracing 01 the overall structure is the responsibillyul One building designer. For general guidance regarding 1ubricofiorl, qualty control storage, delvery, erection and bracing. consult ANSI/TPI1 Quality Crttorla, DSB -89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Informatlon available hom Truss Plate Institute, 583 D'Ono trio Dnve, Madison. IM 53719. • Citrus Heights. CA 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R229398431 608266 JD12 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:37 2006 Page 1 2.11 -13 I 6-0-0 9 -11 -11 • 2 -11 -13 3-0-3 3-11-11 3 d Scale = 1:28.6 6.00 FT ' 1 -3 0 3x4 ds 4 • 2 ,,j 2 -5 .HlIn■ ow Ch 3 5 6 54 ,d SCI 5x5 = 3x4 = 3x4 3.00 t2 0 2 -11 -13 I 6-0-0 I 10 I 0 2 - 9 - 12 3 4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) 0.02 6 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.04 6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 4 n/a n/a BCLL_ 0.0 Code IBC2003/TPI2002 • (Matrix) Weight: 26 lb " • BCDL 10.0 LUMBER . BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-7 -1 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8 -10 -6 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3= 177 /Mechanical, 4= 277 /Mechanical, 1= 280/0 -3-8 Max Horz1= 228(Ioad case 3) Max Uplift3=- 133(Ioad case 3), 4=- 145(Ioad case 3), 1=- 22(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=- 887/320, 2- 3=- 113/60 BOT CHORD 1-6 =- 509/802, 5- 6=- 480/744, 4 -5 =0/0 WEBS 2- 6=- 104/268, 2 -5 =- 789/509 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. • 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. s Ep R pF 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/IP' 1. t, FS LOAD CASE(S) � NG( � S) Standard �N.7 t' 9 /0, 7" 1 •6 F s PE c �t% r.R: i DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 1 1 Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB.7473 BEFORE USE. . Design valid for use only with Wok connoctois. Tuts design Is based only upon Iwsomolea shown. and is for an individual building component. riff Applicability of design ponmentors and proper Incorporation of component Is eesponsIbllty of building designer- not truss designer. (hoeing shown I\4 iTek Is for lateen! support of individual web memboss only. Additional lomposory dadng to insure stability during construction Is the responsibility of the erector. Additional peer anenl bracing of the overall structure Is the responsibility of tine building designer. For general guidance segard'urg fabrication, quality conlroL storage, delivery, erection and bracing, consult ANSI/TPI1 Oually Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohto Drive, Madison, 1M 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street-Bldg 1 -11 R2293984 608266 JD13 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:38 2006 Page 1 I 3-5-9 I 6-0-0 I 7 -11 -11 3-5-9 2 -6-7 1 -11 -11 3 Scale = 1:23.7 6.00 12 354 . f3 2 a I m i llf 2 -5 r 1 t% 6 54 iFs' 5x5 = 3x4 = K. 3x4: 3.00 12 0 3-5-9 6-0-0 I 8-2 -0 ) . 0 - 1 3 2.6.7 2 - 2 - 0 Plate Offsets (X,Y): (5:0 -0- 8,0 -1-8] LOADING ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.25 Vert(LL) 0.01 6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.03 1 -6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 23 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3= 114/Mechanical, 4240 /Mechanical, 1= 261/0 -3-8 Max Horz1= 186(load case 3) • Max Uplift3=- 85(load case 3), 4=- 116(load case 3), 1=- 30(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 595/163, 2- 3= -74/38 • BOT CHORD 1 -6 =- 302/518, 5 -6 =- 285/478, 4 -5=0/0 WEBS 2- 6=- 53/199, 2- 5=- 530/317 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp 8; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of C �1,E) Ofe bearing surface. Sw 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t� \� �C.N� 9 /C C . • LOAD CASE(S) Standard Q� 1 P E f Ili& A O ti 9F OONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ a WARNING. • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI5.7473 BEFORE USE. Design void for use only with MTok connoc too. this design is based only upon parameters shown, and Is for an Individual building component. Appbcabilsly of design pommenters and properincorporc4on of component Is nosponsibtly of building designer - not truss designer. Brodng shown MiTek. Is for lateral support of individual web members only. Additional lomporary bating le ensure stabily during constnsclia mgs n Is the onsiblllty 0 the erector. Additional permanent bracing of !he overall structure Is the resporeblly of tie building designer. For general guidance regarding fabrication. qualy control storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlforsa, DSB -89 and BCSII Bultdng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Ono trio Drive, Madison V4 53719. Citrus Heignts, CA. 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R22939845 608266 JD14 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:39 2006 Page 1 3-5-9 5-11-11 9-0 3-5-9 2 -6-2 3-0- Scale = 1:18.8 6.00 I 12 3x4 • 2 1-3 rT? 2.5 cz, Ps 1 -. 1 6 0 4 4 3x4 = I d 5x5 = 1 1 3.001 6-2 -2 9f2- 3-5-9 5-11-11 6-9-0 0-2-1 3-3-8 2 -6-2 0-0-5 0-2 -2 Plate Offsets (X,Y): [5:0 -0- 9,0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI . DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) 0.01 6 >999 240 • MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.20 - Vert(TL) -0.03 1 -6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 4 n/a • n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 20 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3 =53 /Mechanical, 4 =191 /Mechanical, 1= 243/0 -3 -8 Max Horz1= 140(load case 3) Max Uplift3=- 37(load case 3), 4=- 79(load case 3), 1=- 41(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=- 472/123, 2 -3= -44/17 BOT CHORD 1 -6 =- 215/400, 5- 6=- 202/366, 4 -5=0/0 WEBS 2-6 =- 29/179, 2- 5=- 407/225 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of okEO P R OF£ s bearing surface. � N fS 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � �, 9 O LOAD CASE(S) Standard 15 ''• 6P E f a ide 4 RY RF DONG �J EXPIRATION DATE: 06 - 30 - 08 September 28,2006 • WARNLVO • Teri& design parumstare and READ NOTES ON TIBS AND INCLUDED 8UTER REPERENCE PAGE MD •7473 BEFORE USE pp Do3IOn veld for us0 only wlh PATok connectors. Thls design Is based only upon parameters shovel. and Is for an Individual building component. Appicablbty of design pammenters and proper Incorporation of component B responsiblIly of building designer - not buss designer. Bradng shown MiTek k ' is for lateral support of individual web mambos only. Additional tempesary baring to insure stability during construction is the rosponsibelly of the 'v' e erector. Additional pelmonenf lxudng of !he overall structure is the responsibllly of tte buitdetg designer. For general guidance regarding lob,icafion, quaby control storage. delvery, erection and bracing. consull ANSI/TPI1 Quality Criteria, DS8 -89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 O'Onohro Drive, AMdisan. NA 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Cak Street - -Bldg 1 -11 R2293984 608266 JD15 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:56:40 2006 Page 1 • I 3 -11 -11 6-0-0 1 3-11-11 3 2-0-5 Scale= 1:13.0 6.00 rw • 1- 9 2 ld 1 _ � 15 5 4 t d 4x8 3.00 12 1?-2 1 3x4 3-5-9 I 3 -11 -11 I 6-0-0 0-2 -1 3-3-8 0-6-2 2-0-5 LOADING (psi) • SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.04 5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.13 5 >552 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) . 0.03 4 n/a Na • BOLL.. 0.0 Code IBC2003/TP12002 (Matrix) Weight: .17 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3.11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. • REACTIONS (lb/size) 3= 111/Mechanical, 4=76 /Mechanical, 1= 198/0 -3 -8 Max Horz1= 92(load case 3) Max Uplift3=- 52(load case 3), 1=- 18(Ioad case 3) Max Grav3= 111(load case 1), 4= 117(load case 2), 1= 198(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 231/114, 2 -3= -32/44 BOT CHORD 1 -5 =- 180/162, 2 -5 =- 151/171, 4-5 =0/0 NOTES • 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp 8; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �t�t° PR fn s LOAD CASE(S) Standard �C? �� NGI 9 / 157; • PE r � ��• RY 25 F DON G EXPIRATION DATE: 06 -30 -08 September 28,2006 t _ P . dk WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11D -7473 BEr•0RE USE. Design void for use only with MTok connectors. This design Is based only upon prnarnelen shown. and is for an Individual building component. Apprrcablfity of design paresmenters and proper lncorporefion of component Is resporlslblty of building designer - not truss designer. Bracing shown MiTek, Is for Morel support of ondlvidual web numbers only. Additional temporary baring lo insure slabitty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibllly el 8se buiksing designer. For general guidance regarding fabrication. quoit control storage. deiveny, erection and bracing. consult ANSI/TP11 Qualify Criteria, DSB -89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Inslitulo, 583 D'Onohio Drive, Madison. %M 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939847 608266 JD16 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:41 2006 Page 1 1 -11 -11 1 6-0-0 I 1 -11 -11 4-0-5 3 . Scale = 1:10.1 6.00 I 12 2 ') - . r # 25 • 3 � ` • 4 1 1 J I 0 5x16 = 3x4 5 4 d F il 1 4 11 3x4 ■ 3.00 rW 3x4 % 1 42 -1 1 -11 -11 I 2 -1 -9 6-0-0 I 0-2 -1 1-9-10 0-1 -14 3 -10-7 . • Plate Offsets (X,Y): [1:0 -1 -4,0 -1-81, [2:1- 3- 9,Edge], [2:1 -0- 12,0- 2 -14], [5:0- 2 -0,0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.05 5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.25 Vert(rL) -0.15 5 >466. 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 4 n/a n/a - BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 14 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E . TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. . BOT CHORD 2 X 4 DF 1800F 1.6E 'Except* BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 1 -2 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4=75 /Mechanical, 1= 134/0 -3-8 • Max Horz1= 57(load case 3) Max Uplift1=- 55(Ioad case 3) Max Grav4= 113(Ioad case 2), 1= 134(loadcase 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =5910, 2- 3 = -7/0 BOT CHORD 2 -5= -5/16, 4 -5 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Refer to girder(s) for truss to truss connections. • PR 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of :it ° OFF bearing surface. c del[ - ,0 7 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � ,� i, 9 LOADCASE(S) Standard 15r.6PE r Fly 2b 4 -DONG ' • EXPIRATION DATE: 06 -30 -08 September 28,2006 1 A WARNING . 1U-rib design parameters and READ NOTES ON THIS AND INCLUDED ADTEI REFERENCE PAGE MD -7473 BEFORE USE Design veld for use only with MTok connectors_ This design Is based only upon parameter shovm, and Is for an individual building component. Appricabifily of design paianen-iers and proper Incorporafion of component b responsibllty of buildng designer- not truss designer. Bmdng shown MiTek- k for lateral support of individual web members only. Additional temporary booing to Insure stabily during construction Is the rosponsibillty of the erector. Adddional permanent bracing o1 he overall snuclure is the responsibllyol Die building designer. For general guidance regarding latxicalion, dually conlroL storage, delvery, erection and bracing. consul ANSI/TPI1 Qualify Criteria, DSB•89 and BCSII Bulking Component 7777 Greenback Lane. Suite 109 Safety Intorm:Bon available from Truss Plato Institute, 583 D'Onolio Drive, Madison. WI 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R2293984 608266 JD17 ROOF TRUSS 1 1 Job Reference (optional) BMC West - Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:42 2006 Page 1 1 -10-4 2 1 -10-9 1 - 10 - 4 0-0-5 �/� Scene = 1:8.4 6.00 12 3 I OM _ 1-10-4 1 -10-8 1 -10-4 0-0-4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 • (Roof Snow =25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1 -3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a n/a BCLL 0.0 ' Code IBC2003/TPI2002 (Matrix) . . Weight: 6 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G • TOP CHORD Structural wood sheathing directly applied or 1 -10-4 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib/size) 1 =75 /Mechanical, 2 =57 /Mechanical, 3 =18 /Mechanical Max Horz 1= 47(load case 3) Max Upliftl=- 12(load case 3), 2 =- 47(load case 3) Max Grav1= 75(load case 1), 2 =57(Ioad case 1), 3=37(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -30/22 BOT CHORD 1 -3 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . LOAD CASE(S) Standard i ;, PR Op F i02 1 /66PE f • 4114 Aill' V ini ‘ J ./Alka‘C ) • FpONG ' EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE D NMI esign vald for use only with Ahlek connectors. This design is based only upon poarmten shown. and is for on Individual building component. Applicability of design parcrmentors and proper incorporo8on oI compononl is rosponsiblly of building designer - not buss doslgrsar. Bracing shaven MiTek is for lateral support of individual wen rrembar s only. Additional temporary bacing l0 insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibily of 8se building designer. For general guidance regarding P LIIIMI ro - lubrication. cruelty control storage, deivory, erection and bracing. consult ANSI/IPI1 Quality Criteria, 059.89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute. 583 D'Dao hio Drive, Madison. WI 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Oty Ply 608266 --Oak Street —Bldg 1 -11 R2293984 608266 JD18 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:43 2006 Page 1 1 -10-9 1 3-10-4 • 1 -10-9 1 -11 -11 3 Scale = 1:13.0 sb 6.00 12 d 1 2 1 1 i 1 x 3;114 = 1 -10-9 I . 0-3-1 1 -7-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Inc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na n/a BCLL 0.0 Code IBC2003/1 (Matrix) . . Weight: 9 lb BCD. 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10 -9 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 1= 74/0 -9 -4, 3= 57/Mechanical, 4= 18/0 -5-8, 2= 113/0 -5-8 Max Horz1= 89(load case 3) Max Uplift3= -44(load case 3), 2=- 95(load case 3) Max Grav1= 74(load case 1), 3= 57(load case 1), 4= 35(load case 2), 2= 113(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =7822, 2 -3= -26/21 BOT CHORD 1 -4 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCOL= 5.0psf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when This truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ,OD PR OFF`S tS � ��g L NG I N F " 15 APE t- • • 9FOONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 � t A WARNING • Verify design parameters and READ NOTES ON TWO AND DvCLUDED MTTEIC REFERENCE PAGE MD -7473 BEFORE USE War Design veld for use only with MTok connectors. Tlls design Is based ony upon parameters shown. and is for an Individual building component. Apptcablby of design commenters and proper Incorporation of component Is responsibilty of building desiggner- not truss designer. Bradng shown MiTek B for lateral support of individual web rrombers ony. Additional temporary braving to insure stablay clurhig construction Is the re sponstbllly of the erector. Additional permanent brodng of the overall structure Is the responslbllyol the bulking designer. For general guidance regarding fabrication. ovally control storage, deivery. erection and bracing. consult ANSI/TPI1 Gudiy Criteria, D5B-89 and 9C511 Bullring Component 7777 Greenback Lane. Site 109 Sanely Information available from Truss Plate Institute, 583 O'Onokio Drive, Madison. 1,4 53719. Cirrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street- -Bldg 1 -11 R2293985C 608266 JD19 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:44 2006 Page 1 -1-0-0 1 _ 1 -11 -11 3 1-0-0 1 -11 -11 Scale = 1:8.4 • 6.00 FY 1-3 2 • // r m ' Id 1+ t/ „ l 1 3.00 12 M 3x4 s 1 -11 -11 1 -11 -11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) t/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -4 >999 180 TCDL 7.0 Rep Stress Incr YES • WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCLL 0. 0 Code IBC2003/TP12002 (Matrix) Weight: 8 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G • TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 3= 42/Mechanical, 2= 165/0 -5-8, 4= 19/0 -5 -8 Max Horz2= 71(load case 3) Max Uplift3=- 35(load case 3), 2=- 75(Ioad case 3) Max Grav3= 42(Ioad case 1), 2= 184(load case 4), 4= 38(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3= -40/15 BOT CHORD 2- 4 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PR 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. (t -ikC'9 OP-6, 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. G.0 - NG1 N - F9 u/ LOAD CASE(S) Standard 15 ..PE 9 1111. Air • DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 • Ak WARNING. Verify design parameters and READ NOTES ON TITS AND INCLUDED MITER' RETER9 NCE PAGE MD -7973 BEFORE USE. Design veld for use only with MTok connectors 11ds design Is based only upon parameters shown. and is for an Individual building component. Appicabiity of design paramentors and proper Incorporation of component Is rosponslblIty of building designer- not Muss designer. Brodng shown Y1 R iTe k Is for lateral support 01 lictividual web numbers only. Additional temporary bacing lo insure stability during construction I3 rho responsibility of the ' erector. Additional permanent bracing of the overall structure is the sesponstbsiity of the building designer. For general guidance regarding fabrication, quaity control storage, delivery, erection and bracing, consutl ANSI/TPll Quality Criteria, 055-89 and BC3I1 Building Component 7777 Greenback Lane. Suite 109 Solely Information available from Truss Pkrte Institute, 583 D'Onohio Drive, Madison. 1M 33719. Carus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street -Bldg 1 -11 R22939851 608266 JD2 ROOF TRUSS 1 1 - Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:45 2006 Page 1 I 2 -1 -9 I 3 -11 -11 s 1 6-0-0 I 2-1-9 1 -10-2 2-0-5 ■ ( Scale = 1:13.0 V, 6.00 12 3x4.- . • 2 1 2 -5 1 1111 - 1 /t 0 i 000 a 5 4 6 5x5 = 3x4 - . '/ W . 3.00 12 D-2 -i 3x4 2 -1 -9 I 3 -11 -11 I 6-0-0 I 0-2-1 1 -11-8 1-10-2 2-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) 0.07 5 >969 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.15 5 >468 180 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 4 . n/a n/a • . BCLL 0.0 Code IBC2003/TPI2002 (Matrix) r Weight: 16 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4= 139 /Mechanical, 1 =222/0 -3-8 Max Horz1 =104(Ioad case 3) Max Uplift4 =- 46(Ioad case 3), 1=- 56(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 623/282, 2 -3= -50/0 BOT CHORD 1 -6=- 346/554, 5-6 =- 314/488, 45=0/0 WEBS 2- 6=- 142/329, 2 -5 =- 541/348 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for tr uss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0 PR 8) This truss is designed in accordance with the 2003 Internat Building Code section 2306.1 and referenced standard ANSUfPI 1. C�,�` . OF F,r 5 NGIN w LOAD CASE(S) Standard C ? � 9 � 7i � � 157 PE � r II I �2 1111, diAg C3 i i F OONG . • ( EXPIRATION DATE: 06 -30 -08 September 28,2006 / Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE. • Design veld for use only with Meek connectors. This design Is based ony upon pararelen shovni. and Is for an hdividual budding component. PS Applicability of design commenters and properincorporcrton of component Is responsibility of building designer- not truss designer. Bracing shown MiTek. is for lateral support of Individual web members onty. Additional temporary bating to Insure stability during construction Is the responsibility of the .a.T. erector. Additional permanent bracing of the overall shucture is the responrtbilty of One buikfong designer. For general guidance regardhsg fabrication. welly conlruL storage. delivery, erection and bracing. consult ANSI/TPI1 Qualify Criteria, D58.89 and BCSI1 Bulking Component 7777 Greenback Lane. Sulte 109 Safety Inlermaton available from Truss Plate Institute, 583 D'Onohio Drive, Madison. 1 M 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939852 608266 J020 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:46 2006 Page 1 I -1-0-0 I 2-0-0 3 -11 -11 1 1-0-0 2-0-0 1 -11 -11 4 - Scale rr 1:13.0 - i :;:: b 6.00 FIT 3 rs so d 2 T n 1 i 11° hill _ 3.00 FIT 1 3x4 % 2-0-0 2 -0-0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -5 >999 180 TCDL 7.0 Rep Stress Incr YES B 0.00 Horz(TL) -0.00 ' 4 ilia ' n/a • BCLL 0.0 W Code IBC2003/rP12002 (Matrix) Weight: 11 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 4 =57 /Mechanical, 2= 165/0 -5-8, 5= 19/0 -5 -8, 3= 100/0 -5-8 . Max Horz2= 113(Ioad case 3) Max Uplift4=- 44(toad case 3), 2=- 50(toad case 3), 3=- 84(Ioad case 3) Max Grav4= 57(load case 1), 2= 184(load case 4), 5= 38(load case 2), 3= 100(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3=- 75/15, 3-4=-26/21 BOT CHORD 2- 5 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of — bearing surface. PR 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3. '\ ( (s,ED OFf s ,� , 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,-,,_<D OA 9 w LOA CASE(S) Standard � 2 9 15 66PE c �lir iii ``��J FD 1 f EXPIRATION DATE: 06 -30 -08 September 28,2006 t • a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED KITES RETERENCE PAGE MD -7473 BEFORE USE Design void for use only with Miok connectors TMs design Is based only upon pararmten shown, and is for an individual building component. Appicabiity of clesign paramenters and properincorporafon of component ti responslbliy of building designer- not truss designer. Bracing shown IVliTe k Is for lateral support of uulividual web rmmber s only. Additional temporary booing to Insure stably during construction Is the responsibility of the • erector. Additional permanent bracing of the overall structure is the responslblily of the building designer. Mor general guidance regarding fabrication. Quoit' control storage, deivesy, erection and bracing, consult ANSI/TPI1 Duality Criteria, DSB•89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety I nformation available from Truss Pkrte Institute, 383 D'Onohto Olive, Madison. w1 53719, Cirrus Heights, CA, 95610 • • Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R22939853 608266 J03 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:47 2006 Page 1 3-5-9 5-11-11 64-0 3-5-9 2-6-2 31-0-5 fi Scale = 1:18.8 6.00 I 12 3x4 2 1-3 f 2'S 1. U1 1j. d i -• 1 a 5 4 3 I 5x5 = 354 = 3.00 FIT 3x4 9-21 3-5-9 5-11 -11 6-9-° 0-2-1 3-3-8 2-6-2 0-0-5 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.01 6 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.03 1 -6 >999 180 TCDL • 7.0 Rep Stress !nor YES WB 0.19 HOrz(TL) 0.01 4 r1/a rila .BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 20 lb BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud • REACTIONS (lb/size) 4= 246/Mechanical, 1= 243/0 -3-8 Max Horz1= 152(Ioad case 3) Max Uplift4=- 139(load case 3), 1= -40(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 596/248, 2- 3 = -69/0 BOT CHORD 1 -6 =- 354/529, 5 -6 =- 334/487, 4 -5=0/0 WEBS 2 -6 =- 68202, 2- 5=- 542f372 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. t9 PR OF 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Cf NGIN.. k 6 > LOAD CASE(S) Standard � C� 2 15 .6PE • � f J DONG `l 1 EXPIRATION DATE: 06 -30 -08 • September 28,2006 1 4 WARNING • Verify design parameters and READ NOTES ON TN7S AND INCLUDED AUTEIS REFERENCE PAGE Nil-7473 BEFORE USE Dorton void for use only with MTOk connoc tors. This design Is based only upon paramolen shown. and Is for an Individual building component. Apphcabltty of design paresmontors and proper Incorporation of component 15 rospandblly of building designer- nol Inns designer. Bracing shown MiTek Is for latoral suppod of individual web members only. Addllional temporary b aring to insure stabifiy during construe lion Is the responsibility of the eieclor. Addilional permanent bracing of the overall shucture is the sesponrsblly of One building designer. For generol guidance regarding tobsicallon, (Justify control storage. delvery. erection and bracing, consult ANSI/1711 Quality Crfted°, 058.89 and BCSI1 Building Componont 7777 Greenback Lane. Suite 109 Ssboy Informaion available: from Truss Plate Institute, 583 D'Onolrio Drive, Madison. Nil 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street- -Bldg 1 -11 822939854 606266 JD4 ROOF TRUSS 1 1 Job Reference (optional) BMC West Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:56:48 2006 Page 1 1 35-9 1 6- 7 -11 -11 35.9 2 -6-7 0-0 1 -11 -11 g I.: Scale = 1:23.7 i . 6.00 1 2 3x4 T3 2 • killi . 25 � ci Ns 1... ____- 1 1 v. 6 54 li 2 001 5x5 = 3x4 = 11 El 3x4 - 3.00 I 12 0 3-5-9 6.0-0 I 8 -0-12 0-2-1 3-3-8 2 -6-7 2-0-12 Plate Offsets (X,Y): 15:0 -0- 8,0 -1 -81 TCLL LOADING (psf) 0 SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.24 Vert(LL) 0.01 6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.03 1 -6 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.18 Horz(TL) 0.01 4 rVa n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 23 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3= 111/Mechanical, 4= 237 /Mechanical, 1= 261/0 -3-8 Max Horz1= 183(load case 3) Max Uplift3=- 83(load case 3), 4=- 113(load case 3), 1=- 31(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 587/160, 2- 3= -72/37 BOT CHORD 1 -6 =- 297/511, 5-6 =- 280/471, 45 =0/0 WEBS 2 -6 =- 52/197, 2- 5=- 523/311 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ` �� 0 PR OFe., bearing surface. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c .i ( G N G e E9 /C LOAD CASE(S) Standard � 15' •6PE 9 r ...- , . . 1 ,� q RY 2`� ' J EXPIRATION DATE: 06 -30 -08 September 28,2006 t i a WARNING. • Verify design paramatars and READ NOTES ON THIS AND INCLUDED ffiTEK REFERENCE PAGE MD -7473 BEFORE USE. - Design void for use only with Wok connec Ions. Tits design Is based only upon paranxslen shown, and is for an Individual building component. Appticablhty of design parcmmersion and proper incorporation of component is rosponslbllly of building closlgor - nol truss doslQnar. Biodng shown � i Te k• Is for lateral supped of individual web members only. AdcOhonal temporary tracing to insure stab55ty during construction b the reslonsidlly 01 Inc erector. Additional permanent bracing o1 the overall shuclure is the responsiblity of Ibe building designer. For general guidance regarding fabrication, quuity control storage, deivery. erection and bracing. consult ANSI/TP11 Quality Criteria, DSB -89 and 8C511 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 383 D'Onohio Drive, Madison. W53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street —Bldg 1 -11 R22939855 608266 JD5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:49 2006 Page 1 2 -11 -12 I 6-0-0 I 9 -11 -11 ' 2 -11 -12 3-0-4 3 -11 -11 3 Scale = 1:28.6 a 6.00 FlT 1 -3 3x4 2 I, 2 -5 1 la m r �_ 6 54 ��� 5x5 = 3x4 = 3x4 3.00 7 • 0 2-11-12 I 6-0-0 I 9 -11 -12 I 0-2 -1 2 -9-11 3-0-4 3 -11 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) 0.02 6 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.04 6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 4 n/a rita BCLL 0.0 Code IBC2003/TPI2002 (Matrix) • Weight: 26 lb ' BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-7 -8 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8 -10-10 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3= 176 /Mechanical, 4= 275/Mechanical, 1= 280/0 -3-8 Max Horz1= 227(Ioad case 3) Max Uptift3=- 133(load case 3), 4=- 143(Ioad case 3), 1=- 22(load case 3) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 884/318, 2 -3 =- 112/60 BOT CHORD 1 -6 =- 507/799, 5- 6= -478/741, 4 -5=0/0 WEBS 2- 6=- 103/267, 2- 5=- 786/507 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5).A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PR 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � DF f G1 9 s i . LOAD CASE(S) Standard ,N7 O " 9 kc 15r .6PE f 0 - ;l es . • . ) RY2`� • 'DONG '' EXPIRATION DATE: 06 -30 -08 • September 28,2006 h A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED e11TER REFERENCE PAGE MD -7473 BEFORE USE (app Design void Ior use only v.11h M1ek connectors. This design is based only rr upon paranten shown, and is for an Individual building component. � �� ApplcaWhty 0ldesign commenters and proper incorporalon of component is responsibliy of building designer- not truss designs. Bradng shown MiTek. Is for totes' support of individual web members onty. Additional tomnoraty baring to kluge stab6y during construc firm Is the responsibility of the erector. Addifionol permanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding MOOT,. TO POST/WO, fabrication, crucify control storage, delvery. erection and bracing. consult ANSI/TPI1 Quality Criteria, 058 -89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Salay Informalon available from Truss Plate institute, 583 D'Onotno Drive, Madison, WI 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293985 608266 JD6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:50 2006 Page 1 6-0-0 10-0 -0 11 -11 -11 1 6 4 1 - 11 - 11 5 Scale = 1:35.6 4 6.00 I 12 t. 1 -5 3 3x4 1 IMO 2 2-6 _-L 0 64 1 d 8 4x8 = 7 6 3x4: 1.5x4 • 0 -11 -12 1.5x4 0.211 3.00 12 1.5x 1 0-2 -1 5-0-4 0-9-11 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.01 8 -9 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.18 Vert (TL) -0.02 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 6 Na n/a BCLL 0.0 ) BCDL 10.0 Code IBC2003/fP12002 (Matrix) Weight: 33 Ib ... LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 5= 63/Mechanical, 6 =164 /Mechanical, 1= 241/0 -3 -8, 3= 199/0- 5 -8, 4=191/0-5-8 Max Horz1= 272(load case 3) Max Uptift5=- 48(load case 3), 6= 62(load case 3), 3=- 148(load case 3), 4=- 145(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 362/0, 2- 3=- 185/24, 3-4 =- 107/46, 4 -5= -2823 BOT CHORD 1-8=-160/286, 8-9=-19/24, 7- 8=- 142274, 6-7=-153/285 WEBS 7- 9= 0/123, 2 -9= 0/152, 2 -6=- 316/169 • NOTES 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. • • 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PR 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. CG ��� QF� N G ) N �1 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � \ Gj � 9 LV 2 LOAD CASE(S) Standard ' 157 rr • PE 9 f 1 11 11 1tV I NN - '" 4116. Ili 1 . ° �•.urs� FO EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WARNING • Verify design parameter. and READ NOTES ON TILTS AND DJCLUDED MITER REFERENCE PAGE MD• 7473 BEFORE USE Design veld for use only with MTek connec tors. Ibis design Is based only upon nainnx:ten shown. and Is for an individual building component. Appscablity of design paramenlers and proper Incorporation of component Is wsponsibllty of building designer - not two designer. Bracing shown MiTek. Is for lateral support of utcltvtduel web nnmb(hs only. Additional temporary daang to enure stability during construction Is the responsibility of the . erectol. Additional permanent bracing of Inc overall shucture is the responsibilty of lbe building designer. For general guidance regarding lubrication, qua fry control storage, deivery, erection and bracing. consult ANSI/T•ll Qualify Criteria, DSB-8? and BCSII Bulldng Component 7777 Greenback Lane. Spite 109 Safety Information available hom Truss Plato Institute, 583 D'Onolno Drive, Wodison. 94 53719. Citrus Heights. CIS 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street -Bldg 1.11 R22939857 608266 JD7 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:50 2006 Page 1 6-0-0 10-0 -0 ( 13 - 11 - 11 • 6 4-0-0 3-11 -11 4 Scale = 1:38.1 .. Id 6.00 Fri 3 .I 1-4 n 2 ii • 1 3 611 2x4 = 5 0 6-0-0 0-2 -1 5-9-15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -5 >999 240 MT20 220/195 • (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -5 >381 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight: 291b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) i=238/0-3-8, 4= 127 /Mechanical, 5 =58/ Mechanical, 2= 308/0 -5-8, 3= 255/0 -5 -8 Max Horz1= 314(load case 3) Max Uplift4=- 96(Ioad case 3), 2=- 239(Ioad case 3), 3=- 193(load case 3) Max Grav1= 238(load case 1), 4= 127(load case 1), 5= 116(load case 2), 2= 308(load case 1), 3= 255(load case 1) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 288/66, 2 -3 =- 158/46, 3.4= -56/45 • BOT CHORD 1 -5 =0)0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psY Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • LOAD CASE(S) Standard C?� .NG N R O d>, 157.'.PE 37 f RE OONG 7`1 EXPIRATION DATE: 06 -30 -08 September 28,2006 • Al WARNING .Verify design parameters and READ NOTES ON THIS AND INCLUDED dfITEK REFERENCE PAGE MD••7473 BEFORE USE ®pY Design void for use only with MTek connoc tors. This design Is based only upon parameters shows. and is for an individual bulldhig component. Appficabaty of design parcrmentors and properincorporo bon of component is responsibllty of building designer- not truss designer. Bracing shown M�Tek Is for lateml support p1 individual web members only. Additional tampaary tracing to Insure slabilty clurhsg corustvc tlon Is the responsibility of the elector. Additional permanent tracing of the overall shuclure is the sesponsibilyol the building designer. For general guidance regarding lubrication, cruelty control storage, delvesy. erection and bracing. consult ANSI/TPI1 Quality Criteria, DS9-89 and BCSI1 Bulling Component 7777 Greenback Lane. Site 109 Safely lydormaton available from Truss Plate Institute, 583 D'Onohto Drive, Madison, wl 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266--Oak Street - -Bldg 1 -11 R22939858 608266 JD8 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:51 2006 Page 1 I 60-0 I 10-0-0 I 140-0 1 15 1 6-0-0 40-0 4-0-0 1 -11 -115 ' II� Scale = 1:43.3 -' I 4 ►Z. 6.00 1 3 1-5 • f� dr 2 sMi ETA 1 3 2x4 = 6 0 6 1 0-2-1 5-9-15 LOADING ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -6 >381 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 5 nfa n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 33 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 1= 238/0 -3-8, 5 =63 /Mechanical, 6=58/Mechanical, 2= 308/0-5-8, 3= 256/0 -5 -8, 4=191/0-5-8 Max Horz1= 360(Ioad case 3) Max Uplift5= -48(Ioad case 3), 2=- 240(load case 3), 3=- 194(load case 3), 4=- 145(load case 3) Max Grav1= 238(load case 1), 5=63(load case 1), 6= 116(load case 2), 2=308(Ioad case 1), 3=256(load case 1), 4= 191(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 339/66, 2- 3=- 209/46, 3-4=- 107/46, 4-5= -28/23 BOT CHORD 1-6 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL =5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) 2, 3, 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard .'-‘``t° P f n s ��., t. NG(ry a 9 wa 2 157. E r ,• . ti • 4►_ .,r J L.•e RF pONG .J • 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 n A WARNING • Verify design parameters and READ NOTES ON TRES AND INCLUDED JITTER REPERENCE PAGE MD -7473 RETORE USE. Design void for use only WW1 Wok connectors Ihts design Is based only upon patarnoton shown. and Is for an Individual building component. Applicability of design commenters and proper lncorporesion of component Is responslblty of building designer- not truss designer. Bracing shown i Te k' DIE Is for lateral support 01 individual web a amber1 only. Additional temporary taacslg to insure stability during construction Is the responsibility of the elector. Additional permanent bracing 01 the overall shuclure is the responsibily el the building designer. For general guidance regarding ^C1Cp � Cegsa: fabricatiorn, quoity conlraL storage, delvery, erection and bracing, consult ANSI/IEI1 Quality Criteria, 05B•89 and BCSII Bulidng Component 7777 Greenback Lane Salle 109 Safety Information available from Truss Plato Inslituto, 583 D'Onohto ONO, Madison. w L 1 53719. Citrus Heights. C 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293985 608266 J09 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:52 2006 Page 1 6 - 0 - 0 10 14-0-0 17 -11 -11 1 6-0-0 4-0-0 4-0-0 3 -11 -11 6 6.00 12 I Scale: 1/4 " =1' 3-6 • 5 3x44 4 3 dt 2 1 -3 �i 1 2x4 = 7 0- 1 6-0-0 0-2-1 5-9-15 LOADING (psf) • SPACING 2 -0-0 CSI DEFL in (Roc) 1 /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -7 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -7 >392 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 H0rz(TL) -0.01 6 Na Na BCLL .0.0 Code IBC2003/TPI2002 (Matrix) • • Weight: 36.1b BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • REACTIONS (lb/size) 6= 127/Mechanical, 1= 238/0-3-8, 7 =58 /Mechanical, 2= 308/0 -5-8, 4= 256/0 -5 -8, 5= 255/0 -5-8 Max Horz 1= 405(load case 3) Max Uplift6=- 96(load case 3), 2=- 241(load case 3), 4=- 194(load case 3), 5=- 193(Ioad case 3) Max Grav6= 127(load case 1), 1= 238(load case 1), 7= 116(load case 2), 2= 308(load case 1), 4= 256(load case 1), 5= 255(load case 1) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1-2=-390/66, 2 -3= -259 /0, 3-4 =- 248/46, 4-5 =- 158/46, 5-6= -56/45 BOT CHORD 1 -7 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. • 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . LOAD CASE(S) Standard C• ;\ aG PN 0 s 4 r 15 /• •PE 9 f 11 4ii hflAnly SONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 • t a A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' RErzmavr-E PAGE MI-7473 BEFORE USE • Design void for use only with MTek connectors This design Is based only upon pal enters shovel. and is for an ndividual building component. Applcabrly of design paramentors and proper incorporcrlon of compononl B responsibility of building designer not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary bating to Insure stability during construction Is the responsibility of Inc erector. Additional permanent bracing oI fire overall structure Is the resporr4bllty or Bee building designer. For general guidance regarding labxicafion, coolly conlrot storage, delvery, erection and bracing, consutl ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component • 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrle Institute, 583 D'Onohio Drive, Madison. VA S3719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1 -11 R2293986Ci 608266 JH1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:53 2006 Page 1 1 -11 -11 6-0-0 1-11-11 4.0.5 2 Scale = 1:9.7 6.00 I 12 • -2 ........ 1 1 -3 3 2x4 = 1 -11 -11 1 60-0 1.11 -11 4-0-5 LOADING SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.06 1 -3 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.19 1 -3 >373 180 TCDL 7 . 0 . Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a • BCLL 0.0 Code IBC2003/TP12002 (Matrix) • Weight: 11 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 1= 119/0 -5-8, 2= 60/Mechanical, 3 =59 /Mechanical Max Horz 1= 47(load case 3) Max Uplift2= -48(Ioad case 3) Max Grav1= 131(load case 2), 2= 60(load case 1), 3= 118(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -29/23 • BOT CHORD 1 -3 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ���E PR OFe G(rv. 9 s o • �"" 1571PE rf SONG EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WARNING • 9en0j design parameters and REID NOTES ON THIS AND INCLUDED M1TEIC RETEREJ 10E PAGE MD -7473 BEFORE USE D EJE esign vold for use only with MTek connectors. This design Is based only upon psramolen shovel, and is for an Indrviduol building component. • Applicablfity of design parcrmenters and proper Incorporafion 01 component is responsibilty 01 building designer - not truss designer. Bracing shown MiTek. Is for lateral support of elctivldual web Members only. Additional temporary bracing to Insure stabIIy during construction Is the responsibility of the erector. Additional permanent bracing of Itse overall structure is the responslbily of the building designer. Far general guidance regarding fabrication. ovally control. storage. deivery, erection and bracing. corlsutl ANSI/TP11 nudity Criteria, DSB -89 and BCSI1 BWidng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onalno Drivo. Madison. 9N 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939861 608266 JH10 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:54 2006 Page 1 6-00 10-0-0 l 14 -0-0 1 1 19 4 15 1 6-0-0 4-0-0 4-0-0 1443-84: 1-4-14 — 1_, 6.00 12 1 Sale = 1:51.4 6 47 5 3x4 i 4 3 4 -� d+ 121 1 2x4 = 8 o-fto 6-0-0 0-2-0 5-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL. 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -8 >999 240 MT20 220/195 (Roof Snow =25.0) 'Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -8 >392 180 TCDL 7.0 Rep Stress Incr YES VVB 0.00 Horz(TL) -0.01 7 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 38 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7 =45 /Mechanical, 1= 238/0 -3-8, 8= 58/Mechanical, 2= 308/0 -5-8, 3= 256/0 -5 -8, 5= 256/0 -5 -8, 6= 173/0 -5-8 Max Horz 1= 438(load case 3) Max Uplift7=- 34(load case 3), 2=- 242(load case 3), 3=- 194(load case 3), 5=- 194(load case 3), 6=- 131(load case 3) Max Grav7= 45(load case 1), 1= 238(load case 1), 8= 116(load case 2), 2= 308(load case 1), 3= 256(load case 1), 5= 256(load case 1), 6= 173(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 427/66, 2 -3=- 296/46, 3-4=-194/0, 4 -5 =- 188/46, 5-6=- 93/46, 6- 7= -20/16 BOT CHORD 1-8=0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 5, 6. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard � o aF0_0 2 4 � 1 576 ' • E 9f FOO `l EXPIRATION DATE: 06 -30 -08 September 28,2006 v + Al WARNING. Verify design parameters and READ NOTES ON TRW AND DJCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. �Op Design veld for use only with MTOk connectors. This design Is based only upon paramolen shovel. and is for an Individual building component. Y�Y Appicablhly of design paromontors and properincorporo0on of component is iesponslbllty of building designer- not truss designer. Biodng shown Milrek Is for lateral supped 01 individual web mrsmb r s only. Additional temporary bracing to insure slabihy during construction Is the responsibility of the elector. Additional permanent bracing of the overall sbucture is the responslbilty of ftse bulklbig designer. For general guklance regcrding fabrication. cruelty control storage, delvesy, erections and bracing. consult ANSI/7I1 Guilty Criteria, 05849 and BCSII Bending Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Nolo Institute, 583 D'OnoSio Drive, Madison, wt 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1.11 R22939862 608266 JH11 ROOF TRUSS 1 1 Job Reference (optional) BMC West-- Shewood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:55 2006 Page 1 I 2-8-8 3-2-9 6-0-0 I 8-3-2 1 11 -11 -11 I 2-8-8 0-6-4 2 -9-4 2 -3-2 3-8-9 5 d Scale= 1:34.6 • . i • 6.001 12 4 3xq 11.:...2 3 �/ 00 1.5x4 II 2 A.. , 3 .� _I : 1.5x4 rir E d ' 11 2x4 = 9 7 4x8 = 6 5x5 = 1.5x4 11 3.00 12 0 2-8-8 3-2 -12 6-0-0 1 11 -11 -11 1 0-2-0 2-6-8 0-6-4 2 -9-4 5 - - LOADING (psf) SPACING • 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP 'R 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) 0.01 9 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.09 Vert(TL) - 0.02 6-7 >999 180 TCDL 7.0 Rep Stress !nor YES WB 0.21 • Horz(TL) -0.00 5 n/a ri/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) I Weight: 36 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. • REACTIONS (lb/size) 1= 234/0 -3-8, 5= 98/Mechanical, 6= 302/Mechanical, 4= 224/0 -5-8 Max Horz1= 358(load case 3), Max Uplift5=- 74(load case 3), 6=- 180(load case 3), 4=- 173(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 328/0, 2- 3=- 332/0, 3-4=- 133/38, 4- 5=- 63/33, 6-8 =- 275/194, 3 -8 =- 268/178 BOT CHORD 1-9=-198/269, 7- 9= -69/0, 7 -8 =- 77/11, 6-7= -7/13 WEBS 2 -9 =- 181/162, 3- 9=- 168/346 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� PR Op et , LOAD CASE(S) Standard w,`� 04_e F9 / 15'e6PE �r A. ,.. . . ..„,■,,,..,...„....., i 'AIRY 2S e RF DONG ' EXPIRATION DATE: 06 -30 -08 September 28,2006 Al WARNING • Verify design parameters and READ NOTES ON TIflS AND SNCLUDED MITER REFERENCE PAGE Ml1- 7473 14FJ`ORfi USE - Design void for use only with MTok connectors. This design Is based only upon pai amolers shown, and is for an individual buikling component. Appficablfily of design commenters and proper incorporation of component is responstbtlty 01 building designer- not truss designee &acing shown MiTek is for latrncdl support of hiclividuai web numbers only. Additional tomcat bating to insure slobiliy during construction Is the responsibility of the elector. Additional permanent bracing of the overall structure Is the responsiblly of lne building designer. For general guidance regarding P= ,,, ITGOVIT TO fabrication ovally control storage, deivery, erection and bracing. consult ANSI/TPI1 Quality Criteria DSB•89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Sally Irdormdlon availabks from Truss Plato Institute. 583 DY)no hie Dnvc, Madison W1 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Sheet —Bldg 1 -11 R22939863 608266 JH12 ROOF TRUSS 1 1 ' Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:56:56 2006 Page 1 1 2-8-8 I 6-0-0 I 9 -11 -11 I - 2-8-8 3-3-8 3-11 -11 4 Scale = 1:30.9 . d . 6.00 12 1.5x4 x. 3 'a 1.5x4 II �+ 2 d 3.5 �l r. �/ 6 g d 0 4x8 = 30 = 0 7 2x4 = 5x5 = 3.00 Fir • 1.5x4 = 0 2 -9-0 I 5-2 -12 i 6-0-0 I 9 -11 -13 I 0-2-0 2-6-8 2-6-4 0-9-4 3-11-13 • . Plate Offsets (X,Y): [5:0 -1- 15,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC. 0.44 Vert(LL) -0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.02 6-7 >999 180 TCDL 7.0 Rep Stress !nor YES WB 0.28 Horz(TL) 0.00 5 n/a n/a BCLL no Code IBC2003/TPI2002 (Matrix) Weight: 30 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 257/0 -3 -8, 4= 143/Mechanical, 5= 331/Mechanical Max Horz1= 223(load case 3) Max Upliftl=- 10(load case 3), 4=- 110(load case 3), 5=- 178(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 371/0, 2 -3=- 294/34, 3-4= -96/48 BOT CHORD 1- 7=- 171286, 6- 7=- 133285, 6-8=-95/21, 5-6=-203/297 WEBS 7-8=0/85, 2- 8= 0/93, 3-5=- 389266 ' NOTES ' 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent•with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .��EO PR °f Fs,S LOAD CASE(S) Standard c.. � NGIN ' ` 9 � O. 4, 1570 PE � f- 4', :5, . F DONG '4J • • 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 I MI r A WARNDVG • Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MITER RD'ERF.NCE PAGE M17-7473 aFTORE USE Design veld for use only with MTek connoc tors This design is based only upon par amelen shovel. and is for an Individual buikiing component. Applicability of design pammenters and proper incorporation of component 11 rosponslbllty of building designer- not truss designer. Bracing shown M iTek Is lot lateral support of individual web members onty. Additional tampon:ay bracing to insure stabrity during construction Is the responsibility of the erector. Additional permanent tracing of the overall structure Is the nesponsibllty of Ole building designer. For general guidance regarding fabrication. quality control storage, delivery, election and bracing. consult ANSI/TPIl Quality Criteria, 00BA9 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison. Al 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1 -11 R229398641 608266 JH13 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:57 2006 Page 1 • ' I 2-8-8 6-0-0 I 7 -11 -0 7 - 1h - 11 2 3 1 - 11 - 0 0` - 10 4 dl I Scale 1:23.7 V. • ,-:••:•:* 6 = 6.00 FT • 1.5x4 §5 1.5x4 II • � S g • ICA Mill `7 1 , V 7 6 7-8 • • q lg d cY � ..... — 4x8 % 3x4 = 8 AIL p, 2e4 = 5x5 = 3.00 "12. 12 1 2 -8 8 I 6-0-0 I. 0 2 - 6 - 8 3 Plate Offsets (X,Y): [6:0- 1- 14,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.01 9 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 7 -8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.36 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matron) Weight: 271b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 252'0 -3 -8, 6= 262/Mechanical, 4= 103 /Mechanical Max Horz1= 176(Ioad case 3) Max Uplift1=- 30(load case 3), 6=- 124(load case 3), 4=- 65(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 336/0, 2- 3=- 212/25, 3- 4=- 61/28, 4- 5= -8/0 BOT CHORD 1- 8=- 138/253, 7- 8=- 145/310, 7- 9=- 126/8, 6 -7 =- 130/198 WEBS 8 -9 =0/80, 2 - = 0/83, 3-6 =- 256/167 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. At E1,E.D PR OF£ LOAD CASE(S) Standard • c \ t,. i ! / C ' 157J PE r 11117 i . ' DONG f EXPIRATION DATE: 06 -30 -08 September 28,2006 • I ■ a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 BEJ'ORE USE D MN esign vakl for use only with MTek connec tors This design Is based only upon pa:ow:Ion shown. and is for an Individual building component. . Applcablby of design poramentors and properincorporaton of component Is responsiblityof building designer- not truss designer. Bracing shown M iTek• Is for lateral support o1 individual web members only. Additional temporary tracing to nsure stabfty during conseuc tion Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsItidy of Ile building designer. For general guidance regrading fabrication. quafty control storage, delvory, erection and bracing, consult ANSI/TPI1 Quafiy Criteria, D5B-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Sa1oy Informcdlon available from Truss Plate tndilute, 583 D'Onoldo Drive. Madison, V4 53719. Citrus Heights, CA, 95610 • , Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1.11 R22939865 608266 JH14 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:58 2006 Page 1 2 -8-8 5 -11 -11 6-9-0 - 2 -8.8 3-3-3 0-0-5 - 4 Scale = 1:18.9 1.5x4 ∎- . 6.00 12 3 r 1.5x4 11 •h, 35 2 � 1 a � 5 dq� - -0 d 11 m1 5 4x12 I\—_ 6 5x5 = 3.00 72 5 -11 -11 0 - = 2-8-8 I 5-8-8 5 0-2-0 2-6-8 3-0-0 633315 0-0-1 Plate Offsets (X,Y): (5:0- 3- 8,0 -2 -8] LOADING (psf) SPACING 2 -0-0 CSI. • DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) 0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) .. Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 7 >999 180 TCDL 7.0 W Rep Stress Incr YES B 0.52 Horz(TL) -0.00 5 Na Na • BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 24 lb BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 227/0 -3-8, 4 =3 /Mechanical, 5= 283 /Mechanical Max Horz 1= 132(load case 3) Max Upliftl=- 25(Ioad case 3), 4=- 23(load case 2), 5=- 86(load case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1- 2=- 270/0, 2 -3= -1192, 3- 4 = -420 BOT CHORD 1-6=-93/206, 5-6 =- 121296, 5 -7 =- 170/55 WEBS 6- 7= -2055, 2- 7=- 4/93, 3-5 =- 184/98 NOTES • 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C� oFFss • LOAD CASE(S) Standard \, � C. N GIN % 9 / 0 , �� 157 / •PE f ift, • - RY 25 9F DONG NJ 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 1 MI 1 A WARNING • Very); design parameters and READ NOTES ON THIS AND DVCLUDED IIDTERR REFERENCE PAOEMD -7473 BEFORE USE Design veld for use only vllh Wok connectors This design Is bosocl only upon parameters shown, and Is for an hdiviclual building component. ■ Applicability of design paromenlors and properincorporo9on of component is rospbn4bllly of building designer - not truss designer. Bracing shown iTek Is for lateral support of Individual web mrsmbers only. Adclihorsal temporary bracing to enure stabi5y during corutruc lion Is the msfwnsiblllty of the i\4 elector. Additional permanent bracing of the overall structure is the responslblily of Me bulklhsg designer. For general guidance regarding fabrication. qualty control. storage. delvery, erection and bracing, consult ANSI/1911 Quality Cdterla DSB -89 and BCSI1 Building Component 7777 Greenback Lane. Stile 109 Safely Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. W153719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293986 608266 JH15 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:56:59 2006 Page 1 2 -8-8 I 3 -11 -11 1.5x4 I 6-0-0 2-8-8 1-3-3 4 2-0-5 3 Snle= 1:13.0 r h1 1.5x4 II 6.00 r 2 • I. T ?$ I 111 Ia0 1 _ 1 1 1 °va — r 7 68 5 o I 6 4x8 3.00 12 8 5x5 = 0-2 -(19x4 = 2-8-8 I 3 -11 -11 I 5-8-8 , 6-0-0 I 0-2-0 2-6-8 1-3-3 1-8-13 0-3-8 TCLL LOADING (ps2 0 SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.06 Vert(LL) 0.01 9 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.04 7 >999 180 • BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD. Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 HF Std *Except* JOINTS 1 Brace at Jt(s): 7 3 -7 2 X 3 SPF Stud REACTIONS (lb/size) 1= 230/0 -3 -8, 5= 169 /Mechanical Max Horz 1= 90(load case 3) Max Upliftl= -47(Ioad case 3), 5=- 14(load case 3) • Max Grav1= 230(load case 1), 5 193(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-308/31, 2 -3 =- 21/11, 3- 4 = -5/0 BOT CHORD 1- 8=- 81238, 6-8 =- 138/428, 7 -9 =- 412/130, 6- 7=- 412/130, 5-6=0/0 WEBS 8 -9= -2/71, 2 -9 =0/78, 3- 7= -42/21 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25tt; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,(- OF F ti ‹D ,1 GIN.,F tin LOAD CASE(S) Standard �� 15 e.9 PE 9 r It iv • 4...., ',..„61_. ,.... Ali ..... GONG �J EXPIRATION DATE: 06 -30 -03 September 28,2006 , ■ a WARNING • Verify design parameters and READ NOTES ON 77 DS AND INCLUDED BITER REFERENCE PAGE M17•7473 BEFORE USE D WI esign valid for use only v.ih MTok connectors. This design Is based only upon parameters shown, aril is fur an Individual building component. Appicabifity of design paromentors and properincorporafion of component Is responslbtlty of building doslgnei - not truss designer. &acing shown a �;�e kN • Is for lateral support 01 individual web Members only. Additional temporary bating to insure stabIlily during construction Is the rosporuibilty l of the I • erector. Additional permanent bracing of the overall structure is the responsibillyol the buiklnng designer. for general gukiance regarding fabrication, cruelty control storage. deivery, erection and bracing. consua ANSI/1811 Quality Crttena, DSB-89 and BCSI1 Bulling Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkslo Institute, 383 D'Onohio Drive. Madison, 94 33719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266 --Oak Street —Bldg 1 -11 R22939867 608266 JI-116 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:00 2008 Page 1 1 -11 -11 I 6-0-0 1 -11 -11 3x4 I I 4-0-5 Scale = 1:10.1 2 6.00 Fr . -2 . ...�... 1 I I. 1 0 J 1 1 - 1 = id 6 4 3 \ ' 1.5x4 II 3.00 1 4x8 ' 7 5 3x4 = 2x4 = fL2 -0 1 -11 -11 I 2-8-8 I 4-4-8 I 6-0-0 I 0-2-0 1-9-11 0 -8-13 1-8-0 1 -7-8 Plate Offsets (X,Y): (5:0.2- 0,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) -0.01 4 >999 240 . MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.17 Vert(TL) -0.03 4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.00 3 rila ' n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 15 Ib • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing, Except: WEBS 2 X 3 SPF Stud 10-0 -0 oc bracing: 3-4. • REACTIONS (lb /size) 3 =41 /Mechanical, 2 =204 /Mechanical, 1= 38/0 -3-8 • Max Horz1= 44(load case 3) Max Upliftl=- 30(Ioad case 3) Max Grav3= 84(Ioad case 2), 2= 302(load case 2), 1= 38(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -11/59 BOT CHORD 1- 7= -51/0, 5- 7=- 115/0, 4 -5=- 131/0, 4-6= 0/115, 3 -4=0/0 WEBS 6-7=0/208, 2-6 =0/270 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. ( O PR -A 6) Refer to girder(s) for truss to truss connections. E • 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. \ � � NG) N 0 / 0 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard 4C 1576' E 2 9 f • 1 €OONG EXPIRATION DATE: 06 -30 -08 September 28,2006 r �� A AI WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RETERENCE PAGE MI.7473 BEFORE USf Nil Design veld for use only v.11h WiTek connectors This design Is based only upon paramolen shows, and Is for an indiviauol bulkling component. YiYP- ��YY�� Applicability of design parorrnenIers and proper Incorpora lion of component Is responsibllly of building designer- not truss designer. Bracing shown MiTek Is for retard support of individual web members only. Additional temporary bacing to Insure stability during construction Is the responsibility of the . erector. Additional permanent bracing 01 the overall sbucture Is the responsfbilty of me building designer. For general guidance regarding fabrication. quality control storage, delvery, erection and bracing. consu8 ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Inlomnation available from Truss Plate Institute, 583 D'Onohio Drive, Madison. wl 53719. Citrus Heights, CA 95610 • Job Truss Truss Type Qty Ply 608266 --Oak Street - -Bldg 1 -11 608266 JH17 ROOF TRUSS 1 1 R22939868 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 Mirek Industries, Inc. Thu Sep 2810:57:01 2006 Page 1 s 1 -10-4 .1 -10-4 40.5 Scale = 1:8.4 6.00 12 - 2 .._ • ........ ■glopp■ ■AM I 2a4 — 1 -10-0 1 -10-4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.03 • Vert(TL) -0.00 1 -3 >999 180 TCDL 7.0 Rep Stress Incr YES WB • 0.00 • Horz(TL) -0.00 2 n/a rt/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 6 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10-4 oc purtins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 1= 74/0 -5-8, 2= 56/Mechanical, 3= 18/0 -5-8 • Max Horz1= 47(load case 3) • Max Upliftl=- 11(load case 3), 2=- 47(load case 3) Max Grav1= 74(load case 1), 2= 56(load case 1), 3= 35(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -30/22 BOT CHORD 1 -3 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. • 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PR PR OF • c 04 9 ti 4444 15T—PE • FOONG i EXPIRATION DATE: 06 -30 -08 September 28,2006 • AI WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Md -7473 SWORE USE Design void for use only v./lh MTok connectors. This design Is basocl only upon parameters shown. and is tor an Individual building component. Appicablty or design commenters and properincorporaion of component is responsibIIy of building designer- not truss designer. Bracing shown � iTeL \ Is for lalaral support of individual won members only. Additional temporary bracing to insure stabliy construction during cotruction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibily of the building designer. For general guidance regarclexr kabrlcalion, quaiy control storage, deivery. erection and bracing. consult ANSI/TPI1 Qualify Criteria, DS11-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrto Institute, 583 D'Onoldo Drive, Madison. V4 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 608266 JH18 ROOF TRUSS 1 1 R2293986 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:02 2006 Page 1 1 1 -10-9 I 3-10-4 I - 1 -10-9 1 -11 -11 3 Scale = 1:13.0 6.00 12 d 2 1- . ro da 1 C PIA 1 0 -3>�4 = 1 -10-9 1 . 0-3-1 1 -7-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rda BCLL 00 Code IBC2003/TP12002 (Matrix) . Weight: 9 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10 -9 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 1= 74/0 -9-4, 3= 57/Mechanical, 4=18/0-5-8, 2= 114/0 -5-8 Max Harz 1= 89(Ioad case 3) • Max Uplif 3= 44(Ioad case 3), 2=- 95(load case 3) Max Grav1= 74(Ioad case 1), 3= 57(load case 1), 4= 35(Ioad case 2), 2= 114(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -7822, 2 -3= -26/21 BOT CHORD 1 -4 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard � PR fss ��\� �r1G I N � . / 4 15 76' 'E 1— • ilk`": • 1 • 6-DONG -4 . ( EXPIRATION DATE: 06 -30 -08 ) September 28,2006 I r A WARNING • 7e rify design parameters and RF.AD NOTES ON TWS AND INCLUDED MITER REFERENCE PAGE MD.7473 BEFORE USE. Design void for e ony with MTek connectors. this design Is based only upon parameter shown, and is for an Individual building component. Mg Mg us ApplIcabiby of closign paramonter and proper Incorporation of component b lesponsiblity 01 building designer- not Inns designer. Bracing shown iT2k� Is for lateral support of h,divkfual web members only. Additional temporay bacing to enure stablhty during construe o e lan Is the sllonsibllity of Inc erector. Additional permanent bracing of the overall sbucture h the responsibiiy oI One buikding designer. For general guidance regarding lubrication, gushy control storage, delvery. erection and bracing, consurl ANSI/TPI1 Quality Criteria, 019-89 and BCSI1 &Aiding Component 7777 Greenback Lane. Suite 109 Safety InformaAlon available from Truss Plate Institute, 583 D'Ono hie Drive, Madison, W 53719. Gtrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608266- -Oak Sheet - -Bldg 1 -11 R2293987C 608266 JH19 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:03 2006 Page 1 -1 -0-0 1 -11 -11 3 2-0 1 1 -11 -11 0-0-5 Scale = 1:8.4 6.00 1 1 -3 2 2 -4 I„: 1 X41 2.4 — 1 -11 -11 1 1 -11 -11 LOADING SPACING 2 -0-0 CSI DEFL in (Inc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0 00 Horz(TL) -0.00 3 n/a nla BOLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 7 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. REACTIONS (lb/size) 3= 42/Mechanical, 2= 165/0 -5.8, 4=19/0-5-8 Max Horz2= 72(load case 3) Max Uplift3=- 32(load case 3), 2=- 78(load case 3) Max Grav3= 42(load case 1), 2= 184(load case 4), 4= 38(toad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3= -37/14 BOT CHORD 2 -4=0/0 NOTES • 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard F�NGI 157:..'E 9 < • 1 1 111 &0 40 t ' R FDONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 � 1 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ML - 7473 BEFORE USE. spa Design veld for use only vath WiTek connectors. 11 s design Is based only upon paramolen show. and Is for an'anNvktuol building component. �Y Applicabity of design pascsmonters and proper incorporcdon of component is 'escorts:billy of building designer - not truss designer. Bracing shown MiTek. Is for Lateral support 01 usdMduaf web numbers only. Additional lemtxaary b ating to ensure stability during conslnrc Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibiiy al Bre building designer. For general guidance regarding fabrication. cruelty control storage. delvery. erection and bracing, consult ANSI/TPIS Quality Criteria, DSB -139 and BCSI1 Butldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onoldo Drive, Madison WI 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1.11 R22939871 608266 JH2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:04 2006 Page 1 3-11 -11 1.5x4 Is I 6b0 3-11 -11 2-0-5 2 ;' Scale= 1:13.0 6.00 •2 1- -- ice 4 Id 4x8 6 5x5 = 3.00 12 �2 -LigY4 = 3-9-8 301 -1 5-5-8 I 6-0-0 1 0-2-0 3-7-8 0-2-3 1-5-13 0-6-8 _- - LOADING (psf) SPACING . 2 -0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.02 1 -6 >999 240 MT20 220/195 (Roof Snow =25.0) • Lumber Increase 1.15 BC 0.20 Vert(TL) -0.07 1 -6 >999 ' 180 TCDL 7.0 Rep Stress Incr YES WB 0.51 Horz(TL) -0.01 4 n/a rile BCLL • 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) • Weight:,19lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF No.2 G JOINTS 1 Brace at Jt(s): 7 REACTIONS (lb/size) 1= 231/0 -3-8, 4= 166 /Mechanical Max Horz1= 95(load case 3) Max Uplift1= -48(load case 3), 4=- 24(Ioad case 3) • Max Grav1= 231(load case 1), 4 =188(loadcase 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 212/1, 2- 3 = -9/0 BOT CHORD 1- 6=- 43/138, 5-6 =- 177/605, 5- 7=- 583/167, 4 -5 =0/0 WEBS 6 -7 =0/110, 2- 7 = -53/75 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��(1E PR OFR. LOAD CASE(S) Standard � \� LNG - /Dy CC 1 %6PE "1" )1 , FDONG ' EXPIRATION DATE: 06 -30 -08 September 28,2006 A WARNING • Veifg design parameters and READ NOTES ON THIS AND INCLUDED OUTER REFERENCE PAGE Mil -7473 BEFORE USE. DIU Design veld lot use ony wilh Wok connectors This design Is bused only upon parameter shown, and is for an 4sdividuol building compononl. YY Appicablhty of design pardmenters and proper Incorporation of component b responsibility el building cesigner- not truss designer. Bradng shown !Vinci(' Is for lateral support 01 individual web members only. Additional temporary lancing to ctsure.stabl9ty during construction Is rho responsibility of the erector. Additional permanent bracing of the overall shucture is the responsIbliy of the building designer. For general guidance regoNh>U lubrication. quality control storage, delvery. erection and bracing. consul ANSI/TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Intorma9on av0ltabkt from Truss Plate Institute, 583 D'Ono hio Drive, Madison. Wl 53719. Citrus Heights. C.495610 • • ' Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1-11 R22939872 608266 JH2O ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:04 2006 Page 1 • I -1-0-0 I 2 -0-0 I 3 - 11 - 11 I 1 - 0 - 0 2 - 0 - 0 1 - 11 - 11 4 Scale = 1:13.0 • ill d 6.00 12 1.5x4 II 3 it 2 1,5: a . 1 . l I 3.00 12 1.5x4 I 3x4 1 -10-8 2-01 1 -10-80 -1 -88 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -5 >999 160 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 11 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb /size) 4 =50 /Mechanical, 2=154/0-5-8, 5= 137 /Mechanical Max Horz2= 113(load case 3) Max Uplift4=- 38(load case 3), 2=- 42(load case 3), 5=- 90(load case 3) Max Grav4= 50(load case 1), 2= 190(load case 4), 5= 137(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3=- 79/25, 3-4= -31!17 BOT CHORD 2- 5 = -7/7 ' WEBS 3 -5 =- 119/99 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TOLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of .`� � bearing surface. Gj • t,14 GIN 9 /O 9) This truss is designed in accordance with the 2003 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C ?i LOAD CASE(S) Standard 15 / ••PE v � II s „, f or..k,. * :. , Ai . ""ams� SONG - 4 EXPIRATION DATE: 06 -30 -08 September 28,2006 • 1 Ak WARNING • Verify design parameters and READ NOTES ON TRTS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE D ININ esign vile for use only with MTok conrec tors. This design Is based any upon par anxllen shoed. and Is for an Individual building component. L Appicabipan ty of design pan and proper Incorporofion of component Is nosponsibllty 01 building designer- not truss designer. Bracing shown I V 8 i Te k Is for lateral support 01 individual web members only. Additional lempoicr y bracing to Insure stability during construe lion Is the responsibility of the erector. Additional pennarsenl tracing el the overall structure is the responsfbilly of the building designer. For general guidance regarding Iabricalion. quofly control storage, del very, erection and bracing, consult ANSI/TPI1 Quality Criteria, 058.89 and BCSI1 Building Component 7777 Greenback Lane. Stile 109 Safety Information available from Truss Plate Institute, 583 D'Onu fiio Drive, Madison. V4 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 608266 JH3 ROOF TRUSS 1 1 R2293987 Job Reference (optional) BMC West -- Sherwood. Sherwood. Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:05 2006 Page 1 3-9-8 5 -11 -11 6-rR -0 3-9-8 2 -2 -3 $05 Scale = 1:18.9 6.00 12 3x4 2 1 �I 2-4 f � �: 4• 1� �d 1.5x4 11 111 5 5x5 = 3.00 12 2x4 = 0 3-9-8 5-11 -11 0-2-0 3-7-8 2 -2 -3 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.01 1 -5 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 1 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 4 Na Na BCLL 0.0 Code•IBC2003/TP12002 (Matrix) • Weight: 21 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 242,0 -3 -8, 4= 246/Mechanical Max Horz1= 148(load case 3) Max Uplift1= -41(load case 3), 4=- 137(load case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =- 317/67, 2 -3= -65/0 BOT CHORD 1 -5 =- 176/262, 4- 5=- 179/274 WEBS 2- 5= -8/82, 2- 4=- 307/202 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard . ��E D PR ppFS 15 /•6PE • • -rRY 9F DONG .{J EXPIRATION DATE: 06 -30 -08 September 28,2006 L � A WARNING • Verify design parameters and READ NOTES ON TIM AND INCLUDED MITER REFERENCE PAGE M -7473 BEFORE USE Design vald for use only with MTok connoc tors. This design Is based only upon paramelen shovel, and is for an individual building component. riff AppficablIty of design commenters and proper incorporcrfion of component Is iosponsibllly of building designer- not truss designer. 8radng shown MiTek for Moral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibil ly of t e building designer. For general guidance regarding lubrication, quality control storage. delivery, erection and bracing. COIDU1 ANSI/TPI1 Quality Criteria, DSB•89 and SCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onobio Drive, Madison. 1M 53719. Citrus Heights. CA, 95610 1. • Job Truss Truss Type Qty Ply 608266- -Oak Street —Bldg 1 -11 R22939874 608266 JH4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:06 2006 Page 1 I 3-9-8 I 6-0-0 I 7 -11 -11 I 3-9-8 2 -2 -8 1 -11 -11 3 Sole= 1:23.7 6.00 12 3x4 1 -3 i 2 . 40.A11444444400.. ;I, 2 -5 1 • • '''A IJ 5 1,75 Fr 11� 4 4x4 a 6 2x4 = 5x5 = 3.00 I 12 0 3-9-8 6.0-0 7 -11 -9 I 0-2-0 3-7 -8 2 -2 -8 1 -11 -9 Plate Offsets (X,Y): (5:0.1- 13,0 -2 -01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.01 1 -6 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 1 -6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 3 Na Na BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight: 241b LUMBER BRACING TOP CHORD 2 X 4 DE No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 259/D -3 -8, 3= 102/Mechanical, 4= 242/Mechanical Max Horz1= 177(Ioad case 3) Max Uplift1=- 33(Ioad case 3), 3=- 76(Ioad case 3), 4=- 113(Ioad case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1- 2=- 328/17, 2 -3= -70/34 BOT CHORD 1- 6=- 154/266, 5 -6 =- 155/274, 4-5= -28/58 WEBS 2 -6 =0/92, 2 -5 =- 316/179 NOTES 1) Wtnd: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ..(0k° PR LOAD CASE(S) Standard �c ' , N�(N��• /o 9 157: E r WO . I ANI IL,e.v. R- DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 1 Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED Id7TER REFERENCE PAGE MD - 7473 BEFORE USE rr�gpe Design veld for use only with MTek connectors. This design Is based ony upon naramelen shows. and is for an Individual building component. MI Applicability of design parcrmenters and proper Incorporation of componenl b rosponslbllty of building designer - not truss dedg ner. Brodng shown MiTe k Is for lateral support of individual web nnmbors only. Additional fomporary bracing to 'insure slabitity during construction Is the responsibility of the erector. Additional peimanenl bracing 01 the overall structure Is he responsibllyol 8w building designer. For general guidance regarding fabrication, yualty control storage. delvery, erection and bracing. consult ANSI/TPI1 Duality Criteria, DS8 -69 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety hdormation available from Truss Plate Institute, 583 D'Onohio Drive. Madison, IM 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1 -11 R2293987$ 608266 JH5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:07 2006 Page 1 I 3-9-8 6-0-0 I 9-11 -11 1 - 3-9-8 2 -2-8 3-11-11 3 Scale = 1:29.1 ' 6.00 1 1 -3 i 3x4 P . 2 Ors I, 2 -5 1 0 ■• 5 4 ld ci �� 6 4x4 2x4 = 5x5 = 3.00 12 0(2)0 3-9-8 I 6-0-0 1 9-11 -9 1 0-2-0 3-78 2 -28 3-11 -9 Plate Offsets (X,Y): (5:0 -1- 13,0 -2 -0) LOADING(psf) SPACING 2-0-0 . CSI DEFL - in (roc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates I ncrease 1.15 TC 0.48 Vert(LL) -0.01 1 -6 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.03 1 -6 >999 180 .. • • TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 3 n/a Na BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 27 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G • • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 270/0 -3.8, 3= 158/Mechanical, 4= 303 /Mechanical Max Horz1= 223(load case 3) Max Uplift1=- 17(load case 3), 3=- 119(load case 3), 4=- 161(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-400/21, 2 -3 =- 103/53 BOT CHORD 1 -6 =- 212/341, 5 -6=- 213/351, 4-5= -39/73 WEBS 2 -6= -5/89, 2 -5 =- 405247 NOTES 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,`� I N `Ep °Fe-, LOAD CASE(S) Standard � � ' 03 J &5 /O2 15 66PE r A • FDONG `l • EXPIRATION DATE: 06 -30 -08 September 28,2006 1 AI WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER RE ERENCE PAGE MD -7473 BEFORE USE M Design veld for use only with MTOk connectors Ns design Is based onty upon paramelen shover, and Is for an Frdividuol building component. Applicability of design commenters and proper incorporcdon of component Is responsibllty of building designer- not truss designer. Bracing shown MiTek- Is for lateral support of individual wob Members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the elector. Additional permanent bracing of the overall structure is the responabil ly of are buiklkng designer. For general guidance regarding lubrication, wally control storage. deivery, erection and bracing, consult ANSI/TPli ()panty Criteria, DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Solely Information Ovallabkl from Truss Pkrte Institute, 583 D'Onotrto Drive, Madison, VA 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1-11 R22939876 608266 JH6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:08 2006 Page 1 1 3-9-8 4-3-11 6-0-0 1 8-4-5 I 11 -11 -6 11- 1 -11 3-9-8 0.6-3 1 -8-5 2 -4-5 3-7 -1 50-0-5 Scale = 1:36.1 . fd. 6.00 12 ' 4 3xt � - 3 �t • 1.5x4 II I Ws 2 i, 6 y$III 3-• 1 oa — �e p d ; -less' I6 �! - ' d 8 d 9 7 4x8 = 6 2x4 = 1.5x4 II 5x5 = 3.00 12 0 3-9-8 4-3-11 6-0-0 0-2-0 3-7-8 0-6-3 1-8-5 TCLL ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.25 Vert(LL) -0.01 1 -9 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 1 -9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(rL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 35 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud • BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (lb/size) 1= 240/O -3 -8, 5 =93 /Mechanical, 6= 284/Mechanical, 4=239/0-5-8 Max Horz1= 357(load case 3) Max Uplift5=- 70(load case 3), 6=- 168(load case 3), 4=- 184(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 264/0, 2 -3 =- 256/0, 3-4=- 135/46, 4-5=- 61/31, 6- 8=- 268/176, 3-8 =- 261/155 BOT CHORD 1- 9=- 160/203, 7- 9= -66/0, 7-8 =- 107/15, 6- 7= -12/46 • WEBS 2- 9=- 214/181, 3- 9=- 157/328 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� ? PR OFe n LOAD CASE(S) Standard ��c \ AGINa: • / ' CZ 157:..'E 9 r A - . 1,1:0 )2: 1 All 9FJ .I SONG • f EXPIRATION DATE: 06 -30 -08 September 28,2006 . ■ A WARNING • Verify design parameters and READ NOTES ON THIS AND DJCLUDED NITER REFERENCE PAGE Md.7473 BEFORE USE 1111 . Design veld for use only with MTok connectors This design Is based ony upon Ilarometen shown. and Is for an Individual building component. Applcabllty of design parnmenters and properincorporcrfion o1 component b responslblfy of building designer - not truss designer. Bracing shown MiTek. is for lateral support 01 Indivldual well members only. Additional temporary bracing to insure stability during construction is the responsibility of the elector. Additional permanent bracing of 1110 overall structure Is the resporutbil y of Ilia building designer. For general guidance regarding labricollon, qualty control storage, delvery, erection and bracing, consult ANSI/TPII Quality Criteria, 0S13.89 and BCSI1 Bulling Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute. 583 D'Ono hie Dnvo, Madison W 53719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608266 --Oak Street- -Bldg 1 -11 R22939871 608266 JH7 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:57:09 2006 Page 1 I 6-0-0 I 10-0 -0 I 13 6-0-0 4-0-0 3-11-11 4 i . ld Scale = 1:38.1 6.00 12 3 1-4 ►� n N 2 • d e 1. 1 3 i _ F ' 2x4 = 5 0- 6-0-0 I 0-2-0 5-10-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -5 >999 240 MT20 220/195 • (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -5 >381 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a r1/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:29Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 1= 238/0 -3 -8, 4= 127 /Mechanical, 5= 58/Mechanical, 2=308/0-5-8, 3= 255/0 -5-8 Max Horz1= 314(load case 3) Max Uplift4=- 96(load case 3), 2=- 239(load case 3), 3=- 193(Ioad case 3) Max Grav1= 238(Ioad case 1), 4 =127(Ioad case 1), 5= 116(Ioad case 2), 2= 308(Ioad case 1), 3= 255(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 288/66, 2- 3=- 158/46, 3-4= -56/45 BOT CHORD 1 -5 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. . 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4(51/4 0 PR O'`F � � 1576 - E 9 f . li r • oka, .r . Il ,... F , DONG' 4 . ( EXPIRATION DATE: 06 -30 -08 ) September 28,2006 1 1 A WARNING • Verify design parameters and READ NOTES ON TICS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. BEI Design vakl for use only with MTok connectors. This design Is based only upon tlarameten shown, and is for an Individual b uibing component. AppOcabtity of design param enters and proper incorpora ion of component Is responsibility of building designer- not truss designer. Brodng shown M iTek Is for 'arena supporl 01 individual web members only. Adclihonal tomposcey bating to Insure stabtity during construction Is the responsibility of the erector- Additional permanent bracing of lire overall shuclure is !he resporrsibllly 01 hie buiklong designer. Foi general guidance regarding • fabrication. ovally control storage. delvery, ereclian and bracing. consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Pkife Institute, 583 D'Ono trio Drive. Madison, 1M 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Ory Ply 608266- -Oak Street - -Bldg 1 -11 608266 JH8 ROOF TRUSS 2 1 822939878 Job Reference (optional) 1 BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:5710 2006 Page 1 6-0-0 10-0-0 14-0-0 15 -11 -11 6-0-0 4-0-0 4-0-0 1 -11 -115 Scale = 1:43.3 6 4 6.00 12 3 1 -5 d 2 • Fi 1 .4= 6 O-2(0 6-0-0 0-2-0 5-10-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udetl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -6 >381 180 BCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 5 n/a nfa • • BCLL 0.0 Code IBC2003/TP12002 (Matra) Weight: 33 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (Ib/size) 1= 238/0 -3-8, 5 =63 /Mechanical, 6=58/Mechanical, 2 =308/0 -5-8, 3= 256/0 -5-8, 4= 191/0 -5-8 Max Horz1= 360(load case 3) Max Uplift5=- 48(load case 3), 2=- 240(load case 3), 3=- 194(load case 3), 4=- 145(load case 3) Max Grav1= 238(load case 1), 5=63(load case 1), 6= 116(load case 2), 2=308(load case 1), 3=256(load case 1), 4 =191(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 339/66, 2- 3=- 209/46, 3-4=- 107/46, 4-5= -28/23 BOT CHORD 1.6 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL =5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL ASCE 7 -98; Pf =25.0 psf (fiat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4 C.' � PR °Fe, cp. ;/ 9 /e 1 / 66PE � .:� . _ .ly e ��DONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 t p 1 AI WARNING. • Verify design parameters and READ NOTES ON Tills AND INCLUDED 90TPR RD•D,FNCE PAGE MD -7473 BEFORE USE. • ��. Design void for use only wllh MTok connectors. TIPS design Is based ally upon parameters shown. and Is for an trtdtviducrl b uild:ng component. �►i�� AppScabety of design pammenters and proper Incorporation of component is responsibllly of bullring designer- not truss designer. Bracing shown OVI iTe k• is for lateral support of individual web members ony. Addihonal temporary baring to unsure stability during cortstmc lion Is the responsibility of the erecter. Additional permaner1 bracing of the overall shucture is he respordbiity or the buiklulg designer. For general guidance regardutg .ee.ne...- fabrication. wally control storage• defvery, erection and bracing, consult ANSI/TPII Quality CrBena, DSB -89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Pk, le Institute, 583 D'Onolrio Drive, Madison. WI 53719. Citrus Heights, CA, 95610 r 9+ Job Truss Truss Type Qty Ply 608266 --Oak Street - -Bldg 1 -11 R2293987 608266 JH9 ROOF TRUSS 2 1 Job Reference (optional) BMC West - Sherwood. Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:11 2006 Page 1 6-0-0 I 10-0 -0 I 14-0-0 I 17 -11 -11 6-0-0 4-0-0 4-0-0 3-11 -11 6 6.00 t 1; Sole: 1/4' =1' d 36 . 5 3x4 i 2 4 3 4 O n dr 3 2 1 -3 R4 1 2x4 = 7 6-0-0 I 0-2-0 5-10-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -7 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -7 >392 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 6 rVa n/a BCLL 0.0 Code IBC2003/TPI2002 ' (Matrix) Weight: 36 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 6= 127/Mechanical, 1= 238/0 -3-8, 7= 58/Mechanical, 2= 308 /0 -5-8, 4= 256/0 -5 -8, 5= 25510 -5-8 Max Horz1= 405(load case 3) Max Uplift6=- 96(load case 3), 2=- 241(load case 3), 4=- 194(load case 3), 5=- 193(load case 3) Max Grav6= 127(load case 1), 1= 238(load case 1), 7= 116(Ioad case. 2), 2= 308(load case 1), 4= 256(load case 1), 5= 255(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 390/66, 2 -3=- 259/0, 3 -4=- 248/46, 4 -5 =- 158/46, 5-6= -56/45 BOT CHORD 1 -7 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard '\` IN. PROFFS � , ./ LNG)N. F9 i0 15/6PE r 411 W IP: . IN 9 J / F DONG .4 EXPIRATION DATE: 06 -30 -08 September 28,2006 ► A WARNING. Verify design parameters and READ NOTES ON TB7S AND INCLUDED SUTES REFERENCE PA GE MII -7473 BEFORE USE. NI Design void for use only with MTok connectors. TMs design Is based only upon paramelon show,. and is for an Indiviclucrl building component. Applcabilty of design parcrmentors and proper Incorporcrlon of component Is responrlblity of buildng designer- not truss designer. Bracing shown �;Te k• Is for Lateral support of members web memns only. Additional temporary bracing to insure stabt5ty crane co�utnrctlon the e responsibility of the erector. Additional permanent bracing of the overall stnrctuse is the responabilyol Bte building designer. For general guidance regarding lubrication. cruelly control storage, delvery, erection and bracing. consult ANSI/IPll Quality Criteria, DSB-89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrle Institute, 383 D'Onohio Drive, Madison. Wl 53719. Citrus Heights. CP 95610 •i Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R2293988 608266 JK1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6 100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:12 2006 Page 1 1 -11 -11 6 I 1 -11 -11 3x4 I1 4-0-5 Scale = 1:10.1 2 6.00 12 4 ' . jr ,ii 3s j Ia ligilinkiimonms....._. 4 3 d . Willi ...i.1111.1iillillillilL 1 --'n 4x8 % 1.5x4 II 3.00 FE 14 7 5 3x4 = 10 = ' -0 1 -11 -11 I 3-5-12 I 5-1-12 6-0-0 I 0-2-0 1 -9-11 11 1-8-0 0 -10-4 Plate Offsets (X,Y): (5:0- 2- 0,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 • Plates Increase 1.15 TC 0.04 Vert(LL) - 0.01 4-6 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) - 0.04 4-6 >999 180 • TCDL 7.0 Rep Stress !nor YES VVB 0.21 Horz(TL) -0. 00 3 n/a r1/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 16 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 3 =60 /Mechanical, 2= 181 /Mechanical, 1=57/0-3-8 Max Horz1= 44(Ioad case 3) . Max Upliftl=- 20(Ioad case 3) Max Grav3= 108(Ioad case 2), 2= 253(load case 2), 1= 57(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =-40/8 BOT CHORD 1 -7 =0/16, 5- 7= 0/37, 4-5 =0/42, 4 -6= -37/0, 3 -4 =0/0 . WEBS 6 -7= 0/182, 2-6=0/255 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. E� PR Of 6) Refer to girder(s) for truss to truss connections. Q. F 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CD. NG(N AS S /' 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. N V 9 LOAD CASE(S) Standard 1574 PE f .. A' WIrilr glw F DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 I ■ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M17 -7473 BEFORE USE. �� Design veld for use only with ►ATek tonne tors. Mb design Is based ony upon porameten shown. and is for an individual building component. Applcabltiy of design paromentors and proper Incorporation of component b respon9bllty of building designer - not truss designer. Bracing shown MiTek is for lateral support 01 u idivldual web members o temporary . Additional temporary bracing to insure stablly during construction Is the responsibility of the erector. Additior'xsl permanent bracing of the overall structure is Ilse responsibiiy of the building designer. For general guidance regarding �e.x..a.e..a....- fabrication. cruelty control storage, delvery. erection and bracing, cumuli ANSI/TPI1 Quality Criteria, 056.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Intormallon available tom Truss Pkr to Institute, 383 D'Onahio Nye, Madison WI 33719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R22939881 608266 JK10 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:13 2006 Page 1 6-0-0 10-0-0 14-0-0 18-0-0 1 19 -4-15 1 6-0-0 4-0-0 4-0-0 4-0-0 1-4-15 i I � Scale= 1:51.4 6.00 12 6 37 5 3x4 4 3Q 2 2 1 -3 El 2x4 = 8 0-Fr0 6-0-0 0-2-0 5-10-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -8 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -8 >392 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 7 n/a nfa . BCLL 0.0 Code IBC2003/TPI2002 (Matrix) -• Weight: 38 Ib • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 7 =45 /Mechanical, 1= 238/0 -3-8, 8= 58/Mechanical, 2=308/0-5-8, 4= 25610 -5-8, 5= 256/0 -5-8, 6=173/0-5-8 Max Horz1= 438(Ioad case 3) Max Uplift7=- 34(load case 3), 2=- 242(load case 3), 4=- 194(Ioad case 3), 5=- 194(load case 3), 6=- 131(load case 3) Max Grav7= 45(load case 1), 1= 238(load case 1), 8= 116(Ioad case 2), 2= 308(Ioad case 1), 4 =256(Ioad case 1), 5= 256(Ioad case 1), 6= 173(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 427/66, 2 -3=- 296/0, 3-4 =- 286/46, 4 -5 =- 194/46, 5-6=- 93/46, 6 -7= -20/16 BOT CHORD 1 -8 =0/0 NOTES • 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5, 6. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard � \ c .,- „A 0 �` su/ 2 157' • PE 9 < ‘ 4 1 111110 — ■ Imo ale A. - 4 c) • FO EXPIRATION DATE: 06 -30 -08 September 28,2006 I I AI WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITErr REFERENCE PAGE MD -7473 BETORE USE. • D Nal esign void for use only with Wok connectors. This design Is based only upon parameters shown. and Is for an Individual building component. Applicability of design pararnenters and proper Incorporation of component is rosponsibilty of building doslgner- not truss designer. Bracing shown M iTek is for lateral support 01 individual web members only. Additional temporary bating to Inspire stability during construction Is the responsibility of the eiecler. Addlliotal permanent bracing of the overall shucture Is the responsibility of hie building designer. For general guidance tegardstg fabrication. quality control storage. deivery, erectors and bracing. consult ANSI/TPI1 Qualify Criteria, DSB -89 and BCSII Bullring Component 7777 Greenbedr Lane. Suite 109 Safety Information available from Truss Plate Institute. 383 D'Onohio Drive, Madison WI 53719. Chris Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1 -11 R2293988 608266 JK11 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 Mi I Inc. Thu Sep 28 10:57:14 2006 Pa 1 1 2-8-8 1 35 -12 6-0-0 I 7 -11 -2 I 11 -11 -11 I 2-8-8 0-9-4 2-6-4 1 -11 -2 4 -0-9 5 _ •• � _. � Scale= 1:36.8 • 6.00 I 4 1 -5 • i d 1.5x4 Il 3x8 i 75 3 2 4 36 1 i • �6 0 7 6 2x4 = 8 5x5 = 1.5x4 3.02 02.0 2-8-8 1 3.5 -12 6-0-0 I 12 -1-8 1 0-2 -0 2-6-8 0-9-4 2-6-4 6-1-8 TCLL LOADING (psf) 0 SPACING 2-0-0 CSI DEFL in (loc) Weft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 8 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 1 -8 >999 180 BCLL 0.0 Rep Stress Incr YES • WB 0.12 Horz(TL) 0.00 6 n/a rife BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight: 32 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 251/0-3-8, 5= 104/Mechanical, 6= 200/Mechanical, 4= 314/0 -5-8 Max Horz1= 272(load case 3) Max Uplift5=- 79(load case 3), 6=- 83(load case 3), 4=- 237(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 349/0, 2- 3=- 306/0, 3- 4=- 172/67, 4- 5= -74/35 BOT CHORD 1- 8=- 157/284, 7-8 =- 147273, 6-7 =- 141/257 WEBS 2- 8=- 65/73, 3-8 =- 23/39, 3 -7 =- 19/103, 3 -6=- 311/170 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� �.p PR OFenS LOAD CASE(S) Standard ,. 4.3 ONG F9 /02 15' � f Aill, MI •_e "AIRY 2 9 FDONG ' 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 I A lk WARNING • Verify design parameters and RE4D NOTES ON TIDE AND INCLUDED 617TER REFERENCE PAGE Md -7479 BEFORE USE - Design void for use only with Wok connectors. This design Is based ony upon car an 'tern shown. and IS for an Individual building component. Applicability of design commenters and proper incorporcrtton of component Is responslbilty of building designer - not truss dosfg ner. Bracing shown M�Te k Is for lateral support of individual web rmmbo, only. Additional temporary beang to insure stability during construction is the responsibility of the elector. Additional permanent bracing of the overall structure Is the responsibily of the building designer. For general guidance regarding lubrication, quaity control storage, deivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, 058.89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety Irdorme8on available from Truss Palo Ins 583 D'Ono filo Drive, Madison. VA 53719. Gws HeigMS, CA 95610 T Job Truss Truss Type Qty Ply 608266- -Oak Street- -Bldg 1 -11 R2293958 608266 JK12 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:15 2006 Page 1 I 2-8-8 1 6-0-0 I 9-11-11 1 288 3-3-8 3 -11 -11 4 la Scale = 1:30.6 . • 6.00. 12 • 3 1 -4 MI m • 3x4 - o 2 28 • �•� a'b 1 itil/ 5 Id - �' 1.5x4 = 6 5x8 2x4 = 7 5x5 = 3.00 12 6-1 -1 0 2-8-8 I 5-5-12 1 6 -0.0 10-0-9 I 0-2-0 2-6-8 2 -9-4 0-6-4 3-11-9 0-1-1 Plate Offsets (X,Y): )6:0 -2- 12,0 -2 -4) LOADING (psf) SPACING 2 -0-0 . CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) 0.02 6-8 >999 240 MT20 197/144 (Roof Snow 25.0) . Lumber Increase 1.15 BC 0.32 Vert(TL) -0.05 6-8' >999 180 TCDL 7.0 Rep Stress Inbr YES WB 0.09 Horz(TL) 0.01 5 n/a n/a • BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 31 Ib BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 1= 228/0 -3 -8, 4 =90 /Mechanical, 5= 131 /Mechanical, 3= 287/0 -5-8 Max Horz1= 225(Ioad case 3) Max Uplift4=- 70(load case 3), 5=- 35(Ioad case 3), 3=- 208(Ioad case 3) FORCES (Ib) - Maximum Compression /Maximum Tension • TOP CHORD 1 -2 =- 300/0, 2 -3=- 152/62, 3- 4= -67/30 BOT CHORD 1- 7=- 131/240, 6-7=-133/258, 6-8=-13/0, 5-6=0/0 WEBS 7- 8=- 29/63, 2 -8 =0/95, 2-6=-244/132 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. PR 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. *�•D opp . 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �\� �� �) N , 9 I o LOAD CASE(S) Standard 'y kc 157f,. '1]... c • I ' DONG 4%) I EXPIRATION DATE: 06 -30 -08 September 28,2006 I r A WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER RETERENCE PAGE MR - T473 REFORE USE D BEN esign void for use only with Mink connectors. This design Is based only upon parameters shown. and is for an Individual buikli ng component. Appscablfiy of design commenters and proper incorporofion of component Is responsibility 01 building designer- not truss designer. Bracing shown MiTek Is for retool support of individual web rmmbers only. Additional temporary tracing to insure slabifity during construction Is the responsibility of the erector. Additional pernonenl bracing of Ilse overall structure is the responsibily of 8o buiklntg designer. 1-0? general guidance regarding fabrication, quoit' control storage, deivery. erection and bracsng, corrsutl ANSI/Mil Qudity Criteria, 076.89 and BCSII Building Component 7777 tr reenbaek Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 O'Onohio Drive. Modison. IM 53719. Citrus Heights. CA, 95610 re 'Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939881 606266 JK13 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:16 2006 Page 1 2-8-8 i 6-0-0 i 7 -11 -11 2-8-8 3-3-8 1 -11 -11 4 Scale = 1:23.7 . i 6.00 12 3 1 -4 -. , , 3x4 ds 2 ' 2 -6 : .11.11.1. I d 11.11:2111 n 5 6 EA * 8x10 7 6-0-0 0 4 = 2-8-8 5x5 = a.,90 12 5.8.8 I 7 -11 -12 I • 0-2-0 2 -6-8 . 2 -10-1 0-1 -15 1 -11 -12 0-3-8 Plate Offsets (X,Y): f6:0- 340 -1 -12] LOADING (pot) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.01 6-8 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase . 1.15 BC 0.26 Vert(TL) -0.04 6 -8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(fL) 0.00 5 Na Na BCLL 0.0 Code IBC2003TPI2002 (Matrix) Weight: 27 lb BCDL 10.0 LUMBER BRACING . TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 224/0 -3 -8, 4 =43 /Mechanical, 5= 129 /Mechanical, 3= 207/0 -5-8 Max Horz1= 178(load case 3) Max Upliftl=- 9(Ioad case 3), 4=- 36(load case 3), 5=- 33(load case 3), 3=- 145(load case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =- 295/0, 2- 3=- 101/48, 3-4= -44/13 BOT CHORD 1- 7=- 125/236, 6- 7=- 129/255, 6-8= -15/0, 5 -6=0/0 WEBS 7- 8=- 24/62, 2 -8 =0/88, 2 -6 =- 234/124 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DO. =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. c r�1 PR 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ( 1, � .9 iF Fs , 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c . ' �NG]N .C11 LOAD CASE(S) Standard y 2 1 576''E r / . . FDONG'' EXPIRATION DATE: 06 -30 -08 September 28,2006 y � , Y WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED BITER REFERENCE PAGE 101.7473 BEFORE USE. D MI esign void for use only with MTek connec tors. 11ds design Is based only upon Ilararnolers shows. and is for an Individual building component. Appficabifify of design paramentors and proper lncorpornton of component Is responsibility of building designer - not truss designer. Brndng shown MiTek Is for lateral support of iiclMdual web members only. Additional temporary bacung to insure slablfity during construction Is the responsibility of the erector. Additional pensioned bracing of the overall structure is the resporn» bibtyol the building designer. For general guidance regarding fabrication. quoin/ conl,OL storage, deivery, erection and bracing. consult ANSUTPI1 Qualify Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safely Information avalleble lmm Trust Plate Institute, 583 D'Onoaio Drive, Madison, W15371 9. Citrus Heights. CA, 95610 f P Job Truss Truss Type sty Ply 608266- -Oak Street - -Bldg 1 -11 R22939885 608266 JK14 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:17 2006 Page 1 • I 2 -8-8 I 5 -11 -11 0 - 2-8-8 3-3-3 3 01} Scale = 1:18.9 6.00 'I 2 • • • 3x4 1 r 2 Lo 2-0 :11111111....._ , � — 1 1 r- a J ■. 4 x8, 5 d �y I // U. 7 5x5 = 3.00 12 6-0-0 9 .2 1 3(4 = 2 I 5-8-8 5,1 T. 13 0-2-0 2-6-8 3-0-0 0- 373) -13 0-0-5 LOADING SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES . GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.02 6 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 • BC 0.26 Vert(TL) -0.04 6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 . . Horz(TL) -0.00 3 n/a ' n/a BCLL 0.0 Code IBC2003/TPI2002 • (Matrix) • Weight: 24 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud - JOINTS 1 Brace at Jt(s): 6 REACTIONS (lb/size) 1= 247/0 -3 -8, 3 =90 /Mechanical, 4= 173 /Mechanical Max Horz1= 134(load case 3) Max Uptiftl=- 40(Ioad case 3), 3=- 65(load case 3), 4=- 33(Ioad case 3) Max Grav1= 247(load case 1), 3= 90(load case 1), 4 =180(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 356/49, 2 -3= -52/31 BOT CHORD 1- 7=- 150/293, 5 -7 =- 162/346, 6- 8=- 88/21, 5-6 =- 330/155, 4 -5 =0/0 WEBS 7- 8=- 22/65, 2- 8= 0/108, 2-6 =- 258/142 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and tight exposed ; end vertical left and tight exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �,�ED PR fs s LOAD CASE(S) Standard �4 �\� *,N F 9 / ' CC 1766PE 9 r •"qqlp • u7 FOONG s • . ( EXPIRATION DATE: 06 -30 -08 September 28,2006 t a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE D BEI esign void lot use only with Wok connectors 1146 design Is based only upon psramelon shown, and is for an individual building component. Applicability of design paromonlors and proper lncorporoIon of component is respon4bllly of building designer - not truss designer. Bracing shown MiTek is for ta1Ordl support of oulividual web members only. Addllonal temporary bating to insure stability during construction Is the responsibility of the erector. Addilionat permanent bracing of the overall structure is the responsibilly of the building designer. For general guidance regarding fabrication. quality control storage, delvery. erection and bracing consult ANSI/rPll Qualify Criteria, 858.89 and BCSII Bulking Component 7777 Greenback Lane. Suite 109 Safety klormalon available from Truss Plate Institute, 583 D'Ono trio Drive, Madison, VA 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608266 -=Oak Street - -Bldg 1 -11 R22939886 608266 JK15 ROOF TRUSS 1 1 I Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:18 2006 Page 1 I 2-8-8 I 3-11 -11 I 6-0-0 I 2 -8-8 1-3-3 3 2-0-5 Scale= 1:13.0 3x4 6.00 12 . 2 ' 2 -5 1 , NM • ■11,: 1 _. LP 5 46 4 .. I .5. 4x10 d d ,I 3.00 72 6 _ 5x5 = S)-2-07r4 - 2-8-8 3-11-11 3-11 -12 5-8-8 I 0-2-0 2-6-8 1-3-3 0-0-1 1-8-12 TCLL LOADING (psf) 5.0 0 SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.11 Vert(LL) 0.01 5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.16 Verl(TL) -0.02 5 >999 180 BCLL 0. 0 Rep Stress Incr YES WB 0.22 Horz(TL) -0.00 4 rt/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) I Weight: 20 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G • TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s): 5 • REACTIONS (lb/size) 1= 203/0 -3 -8, 3 =38 /Mechanical, 4= 135 /Mechanical Max Harz 1= 89(Ioad case 3) Max Upliftl= -42(load case 3), 3=- 13(load case 3), 4=- 9(load case 3) Max Grav1= 203(load case 1), 3= 38(load case 1), 4= 166(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 236/34, 2- 3= -12/14 BOT CHORD 1 -6 =- 86/180, 4-6 =- 91/219, 5-7 =- 68/8, 4-5=-207/86 WEBS 6 -7 =0/76, 2- 7= 0/112, 2 -5 =- 160/84 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � ��� LOAD CASE(S) 9 PR - ES) Standard � \ �N 9 "C 157/ —PE � <- . � ` - • .FO ONG - 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ a WARNING. • Verify design par and READ NOTES ON TRTS AND INCLUDED 4DTEK REFERENCE PAGE MD- -7473 BEFORE USE D REM esign void lot use only with MTok connectors This design Is based only upon parameters shown, and is for an Individual building component. • Applicability of design parameters and proper Incorporo lion of component is responsibility o1 building cle6gner- not truss designer. er. Bracing shown MiTek Is for lateral support of individual web mambos only. Additional temporary bracing to unsure stability during construction is the responsibility of the erector. Additional pemsanenl bracing of the overall structure Is Ilse resporssibi1 yol he building designer. For general guidance regarding fabrication. quality control storage. delivery. erection and bracing. consul ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Building Component 7777 Greenback Lane. Stile 109 Safety Information available from Truss Plate Institute, 383 D'Onolrio Drive, Madison. WI 33719. Citrus Heights. CP 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939887 608266 JK16 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:19 2006 Page 1 1 -11 -11 3x4 I1 f-o-o - 1-11-11 2 40-5 -sit/ Scale a 1:8.4 6.00 12 • ME monimppl..-- 2 ria 1111 4 1.5x4 I I 300 12 x8 5 7 5 3x4 = , 0-2-0 I — 1.11 -11 2-8-8 4-4-8 5-0-0 as 0-2-0 1 -9-11 0-8-13 1-8-0 0-7-8 • Plate Offsets (X,Y): [5:0- 2- 0,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (hoc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) -0.00 4-6 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 4-6 .. >-999 180 TCDL 7.0 . Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 2 n/a rile BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 14 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing, Except: WEBS 2 X 3 SPF Stud 10-0 -0 oc bracing: 3-4. REACTIONS (lb/size) 3 =45 /Mechanical, 2= 157 /Mechanical, 1= 62/0 -3-8 Max Horz1= 44(load case 3) Max Upliftl=- 18(load case 3) Max Grav3= 81(Ioad case 2), 2= 205(Ioad case 2), 1= 62(load case 1) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= -30/18 BOT CHORD 1- 7 = -0/1, 5- 7 = -12, 4- 5 = -7/6, 4-6= -2/1, 3 -4 =0 /0 WEBS 6 -7= 0/139, 2-6=0/195 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. �Q‘ PR OF f 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � G] iS) 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard _� 1 / 66PE �r O ON G �J • EXPIRATION DATE: 06 -30 -08 September 28,2006 1 _ • A WARNING. • P!g design paramatara and REM) NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE Design veld for use only with MTek connectors. This design Is based only upon paramoten shown. and is for an Individual building component. Y Applicability of design parumenlers and proper Incorporation of component Is responsiblify of building designer - not truss designer. Bracing shown M iTek Is for lateral support e1 individual web members only. Additional lomporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsiblity u the buiking designer. For general guidance regarding lubrication. quully control. storage, delivery. erection and bracing, consult ANSI/TPI1 Qualify Criteria, 059-89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available hom Truss Pkrto Institute. 583 D'Onotrio Drive, Madison. W 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293988 608266 JK17 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:19 2006 Page 1 1-10-3 2 1 - 17 g 1 -10-3 0-0-5 Scale = 1:8.4 6 12 • I 2X4 _ 1-10-3 1 -10-3 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 6 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood.sheathing directly applied or 1 -10 -3 oc purtins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 1= 74/0 -4-0, 2= 57/Mechanical, 3= 18/0 -5-8 Max Horz1= 47(load case 3) Max Upliftl=- 12(Ioad case 3), 2=- 47(Ioad case 3) Max Grav1= 74(load case 1), 2= 57(Ioad case 1), 3= 35(Ioad case 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2= -30/22 BOT CHORD 1 -3 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard °Pen p pR 1 16P VA", 11 € DO NG' J EXPIRATION DATE: 06 -30 -08 September 28,2006 a WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRIr REFERENCE PAGE M17-7473 BEFORE USE D MU esign vold for use only vAth MTek connectors. This design Is basocl ony upon pOOfl Ian shovel, aid is for an Individual building comnonant. Applicability of design paternosters and proper Incorporation of component is responsibility of bulldog designer- not truss designer. Bracing shown Mire k Is for lateral support of uialvidual web members only. Additional temporary bacasg to truure stability during construction Is the responsibility of the • eieclor. Additional permanent bracing of the overall struclure is the responsibilty of ire buiklrrg designer. For general guidance regarding lobrication, civality conlroL storage, delvery. erection and bracing, consul ANSIRPI1 Qualify Criteria, DSB-89 and BCSI1 Building Component 7777 GreenbacJr Lane. Suite 109 Safety Information available from Truss Pkrte Institute, 583 D'onotrio Drive, t 5sdison. V4 53719. Citrus Heights. CA, 95610 ■ Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939889 608266 JK18 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:20 2006 Page 1 1 -10.8 l 3-10-3 I -. 1-10-8 1 -11 -11 3 Scale = 1:13.0 6.00 12 d 1.5x4 II 1- 2 i 4 A 11 011 :. : 1 d ' 5 Id d 4 W 3.00 'I 2 3x5 3x4c 1 -12 I 1 -10-8 0.11 -12 0 -10-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ltd PLATES GRIP • TCLL 25.0— -Plates-Increase- -1,15- TC-- 0:06--- - - - - -- Vert(LL)-- -0:00---- 1 — >999- 240--- •--- MT20-- - - -..- .220/195— ------ ----- —.- (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/1 PI2002 • • (Matrix) • , Weight: 10 Ib • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G • TOP CHORD Structural wood sheathing directly applied or 1 -10-8 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 6 DF No.2 • REACTIONS (Ib/size) 1= 52/0 -4-0, 3= 50/Mechanical, 5= 160 /Mechanical Max Horz1= 92(load case 3) Max Uplift3=- 38(load case 3), 5=- 115(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-91/35, 2-3=-34/17 • BOT CHORD 1- 4 =-6/6 WEBS 4- 5=- 160/115, 2-4 =- 144/123 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. P R 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI%TPI 1. F,� Of F 0: LOAD CASE(S) Standard ,∎.7 �NG(N / 9 s <,i 151: r id4 _/ •= uass� . GONG .4 EXPIRATION DATE: 06 -30 -08 September 28,2006 I t a WARNING • Verify design parama[ are and READ NOTES ON TIDE AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. D NMI esign veld for use ony wllh MTek connectors Ms design Is hosed only upon par°melon show, and is for an Individual building componenl. Appficabifity of design parcumcnters and proper IncorporcuEon of component is responsibility of building designer- not truss designer. Bracing shown PAiTe k• is for lateral suppod of individual web members only. Additional temporary dacha to insure stability during construction Is the responsibility of the areclor. Additrawl permanent bracing of the overall shucture is the responslbllty a l Me building designer. For general guklance regarding labricalion. quafity control storage, delvery, erecliun and bracing, consult ANSI/TPI1 Qualify Crtteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information avallobte from Truss Plate Institute, 583 O'Onohio Drive, Madison, VA 53719. Citrus Heights. CA, 95610 .. Job Truss Truss Type Oty Ply 608266--Oak Street - -Bldg 1 -11 R22939890 608266 JK19 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:21 2006 Page 1 1 -1-0-0 I 1 -11 -11 3 2-R-0 1.0-0 1 -11 -11 0-0-5 4:.1 Scale = 1:8.4 • 6.00 Fir 1 -3 2 1 24 i d / M 1. 1 C 4 I oca _ 1-11 -11 1 1-11 -11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert (TL) -0.00 2 -4 >999 180 BCD 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a nla - BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 7Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • REACTIONS (lb/size) 3= 42/Mechanical, 2= 165/0 -5-8, 4= 19/0 -5 -8 Max Horz2=72(Ioad case 3) Max Uplift3=- 32(load case 3), 2=- 78(load case 3) Max Grav3=42(toad case 1), 2= 184(Ioad case 4), 4 =38(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= 0/48, 2 -3= -37/14 BOT CHORD 2 -4 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard ` FETE D PRO FFS+ S , ,Nu LNG{N..F9 /� 15 • •PE 9 f Illi ._.• ill DONG �J EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ a WARNING • Verify design parameters and READ NOTES ON TRW AND INCLUDED MITER REVERENCE NCE PA GE MIr --7473 BEFORE USE Design vald for use only wslh Wok connec lois. This design Is based only upon Paramolm shown. and is for an Individual building component. BEN Applcabitiry of design parcrmentors and proper incorporation of component Is nosponslbllly of building designer- not truss designer, Bracing shown MiTek Is for Metal support of individual web membets only. Additional temporary tracing to insure stability during construction Is the responsibility of the enecler. Additional permanent bracing of the overall structure is the responsibilyof Ore building designer. For general guidance regarding fabrication, quail) control staage, delvery, erection and bracing, consun ANSI/TPII Qualify Crtterla, DSB -89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 D'Ono tiro Ortve, Madison, 94 53719. Citrus Heights. CA 95610 r Job Truss Truss Type Qty Ply 608266 - -Oak Street. -Bldg 1 -11 R22939891 608266 JK2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:22 2006 Page 1 I 3-11-11 bXb 1:.% 1 6-0-0 1 - 3 -11 -11 3 2-0-5 . Scale = 1:13.0 2 6.00 12 ,' 2-4 1- 1 cs � ■I 7,4 d d =' 3.00 I " 5 5x5 = ?-2-97a4 = 35-12 I 3 -11 -11 I 6-0-0 I 0-2-0 3-3-12 0 -5-15 2-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 . Vert(LL) -0.01 1 -5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 1 -5 >999 180 • TCDL 7.0 Rep Stress Incr YES VVB 0.06 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) -' Weight: 181b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 115/0 -3-8, 3 =- 190 /Mechanical, 2= 392/Mechanical, 4 =30 /Mechanical Max Horz1= 89(Ioad case 3) Max Upliftl= -8(load case 3), 3=- 190(load case 1), 2=- 226(load case 3) Max Grav1= 115(Ioad case 1), 3= 153(Ioad case 3), 2= 392(load case 1), 4= 56(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 52/56, 2 -3= -96/68 BOT CHORD 1- 5=- 15/4, 4-5= -16/19 WEBS 2 -5= 0/114, 2 -4= -10/14 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ' 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. QE PR OFF 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. s' LOAD CASES) Standard � .-_ V- ) • s/ ' 157; E � 10- ry • .VP DONG r 9F � EXPIRATION DATE: 06 -30 -08 September 28,2006 A WARNING. Verify design parameters and READ NOTES ON TIUS AND INCLUDED MIMIC REFERENCE PAGE M17-7473 BEFORE USE rat Design void for use only wllh r✓Tek comer tors This design is based only upon par°melon shown. and is for an Individual buildlog component. Y�iY Applicability of design paramonters and proper Incorporotlon of component 9 responslblily 01 building cdesigner- not truss designer. Bracing shown - MiTek. Is for lateral supporl of usdlviduol web members only. Additional lomporary bracing tonsure stability during construction Is rho responsibility of the erector. Addrlional permanent bracing of the overall structure Is the responsibily 01 he building designer. For general guidance regarding Pe.cs Pesmsr. laluicalion, qually control storage, delivery. erection and bracing, consult ANSI/TPI1 Qudiy Criteria, 056.89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Nate Institulo, 583 D'Onohio Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1 -11 R22939892 608266 JK20 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 • 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:23 2006 Page 1 l -1-0 -0 I 2 -0-0 3-11 -11 l 1-0-0 2 -0-0 1 -11 -11 4 Scale = 1:13.0 a 6.00 12 1.5x4 11 3 n 2 �� i d 1 66(' 1 � / 5 ♦ 3.00 12 1.5x4 3x4 1-10-8 7.0.0 . 1 -10-8 0-1-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdetl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert (TL) -0.00 2 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 • Hor:(TL) -0.00 4 rVa nia BCLL 0.0 Code IBC2003/TP12002 (Matra) I Weight: 11 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2X4HFStd REACTIONS (Ib /size) 4 =51 /Mechanical, 2= 152/0 -5-8, 5= 137 /Mechanical Max Horz2= 113(Ioad case 3) Max Uplift4 =- 39(load case 3), 2=- 41(load case 3), 5=- 90(load case 3) Max Grav4= 51(Ioad case 1), 2= 190(load case 4), 5= 137(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3 =- 79/25, 3-4= -31/17 BOT CHORD 2- 5 = -7/7 WEBS 3- 5=- 119/99 ' NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. ED PR OF 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of .`,Q` Open surface. \ co � / 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C� 9 2 LOAD CASE(S) Standard 1 • PE 9 IN �- � RY 2 , J / F DONG EXPIRATION DATE: 06 - 30 - 08 September 28,2006 a a Al WARNING • Verify design parameters and READ NOTES ON TIIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE Design void for use only vith MTok connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromonters and proper incorporofion of component is responstblity of building designer - not truss doagner. Bracing shown MiTek. Is for lateral supper/ of individual web nnmbors only. Additional temporary bracing to insure stability during construction Is Ito responsibility of the ereclor. Additional permanent bracing of the overall shucture is the responsiblly of Ole bulkluig designer. For general guidance regarding fubricetion, cruelty control storage. delvery, erection and bract lg. consult ANSI/TPI1 Qualify Criteria, 058-89 and BCSn Building Component 7777 Greenback Lane. Suite 109 Safety lnforma8on available from Truss Plato Institute. 583 D'Onohio Drive. Wadison. IM 53719. Citrus Heights, C0. 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street- -Bldg 1 -11 608266 JK3 ROOF TRUSS 1 1 R2293989 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:24 2006 Page 1 I 3-5-12 5 -11 -11 61.° - 3-5-12 2 -5-15 33-0-5 I : Scale = 1:18.9 . 6.00112 .00 72 3x4 1.3 2 I 0 � lib io..2 1 • 1 J ■I 4 Fr":-Sd • U 1.5x4 5 5x5 = 3.00 1 2x4 = 11-2-p 3-5-12 I 5-11-11 61.0 0-2-0 3-3-12 2 -5-15 0-0-5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.01 1 -5 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 Vert (TL) 7.0 (TL) -0.02 1 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 4 n/a nla BCDL 10.0 Code - IBC2003/TP12002 (Matrix) - - Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5.11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 00 bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 245/0 -3-8, 4= 245 /Mechanical Max Horz1= 149(Ioad case 3) Max Upliftl=- 44(Ioad case 3), 4=- 137(Ioad case 3) FORCES (lb) - Maximum CompressiorVMaximum Tension . TOP CHORD 1 -2 =- 380/111, 2 -3= -74/0 BOT CHORD 1- 5=- 228/328, 4- 5=- 232/342 WEBS 2-5=-24/85, 2- 4=- 355/241 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard (' � ' O PR Of ' p ss 15 66PE f II � 1 11. Big ,rte FOONG J EXPIRATION DATE: 06 -30 -08 September 28,2006 1 a WARNING • rerify design parameters and READ NOTES ON TEDS AND INCLUDED MITER REFERENCE PAGE MD -7473 SEPDXE USE. Nil Doll {nn void for use only with MTek connoc tors. This design Is based ony upon parameters shown. and is for an Individual building component � Applicability of design paromenlors and properIncorporcrton of component Is rasponstbllty of building designer - not truss designer. Bracing shown MiTe k• Is for lateral support of individual web mambers onty. Additional temporary Lacing to insure stability during construe fiords the responsibility of the erector. Additional permanent bracing 01 the overall structure is the responilbllty el the building designer. For general guidance regarding fabrication. quaity control storage. deivery, erection and bracing. consull ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Bulldog Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 O'Onotrio Drive, Madison. wl 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1.11 R22939894 608266 JK4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:25 2006 Page 1 • I 3 -5-12 i 6-0-0 I 7 - 11 - 11 I 3-5-12 2-6-4 1 -11 -11 3 Scale= 1:23.7 d 6.00 12 3x4 1-3 1 2 m 14a r...5 2 -4 Bo- 1 '="1".- i. 4 1:17 r I 1.5x4 Zt- �I 5 2x4 = 5x5 = 3.00 I 12 Of2- 3 I 6-0-0 7 -11 -15 I 0-2-0 3-3-12 2-6-4 1 -11 -15 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.01 . 1 -5 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 ' BC 0.14 Vert (TL) -0.02 1 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 3 Na Na BCLL 0.0 ' Code IBC2003/TPI2002 (Matrix) Weight: 24 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud . REACTIONS (Ib /size) 1= 26310 -3-8, 3= 114/Mechanical, 4= 228 /Mechanical Max Horz1= 178(Ioad case 3) Max Upliftl=- 35(load case 3), 3=- 85(load case 3), 4=- 103(Ioad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 369/37, 2- 3= -75/38 BOT CHORD 1- 5=- 178/306, 4 -5 =- 182/319 WEBS 2- 5=- 18/78, 2 -4=- 330/188 • NOTES 1) Vind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp 6; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard `(`(>,E� PR OFes ' Lc ' 15 r 6 PE 9 r • di +:al�� FOONG �J 1 EXPIRATION DATE: 06 -30 -08 • • September 28,2006 ■ • a WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII7473 BEFORE USE. Mil Desf {p void for use only with MTek tonne tors. The design Is based only upon paramelon shovel, and is for an Individual building component. Applicability of design paramontors and proper Incorporation of compononl Ls rosponsibllty of buildrrg designer - not truss designer. Bracing shown MiTek. is for talerol suppod of individual wob members only. Addilional temporary bacing to insure stability during construction Is the responsibility of the elector. Additional pemsonenl bracing of the overall structure is the responsibilty of he building designer. For general guidance regarding - fabrication, wally control storage, deivery, erection and bracing, consu II ANSI/7P11 Cuallty Criteria, 05B-89 and BCSI1 Building Component 7777 Greenback Lane. Side 109 Safety information available from Truss Plato Inslitule, 583 ('Ono trio Drive, Madison, IM 53719. Citrus HeipMS, CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939395 608266 JK5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:26 2006 Page 1 3-5-12 4-9-0 6-0-0 9-11-11 3-5-12 1-3-4 1 -3-0 3-11 -11 4 Scale = 1:29.1 16 6.00 Fir 3x4 - 1-4 3 3x4 6s 2 M 5 �� r. 6 5 7 5x5 = 1.5x4 = \\ 2x4 555 = 3.00 FIT 0 3 -5-12 4-9-0 1 6-0-0 1 9-11-13 0-2 -0 3-3-12 1 -3-4 1-3-0 3 -11 -13 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udetl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.01 1 -7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 1 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code 1BC20037rPI2002 (Matrix) Weight: 29 lb ' BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1= 243/0 -3-8, 4= 127/Mechanical, 5= 360 /Mechanical Max Horz1= 223(load case 3) Max Uprrft4=- 96(load case 3), 5=- 204(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 282/0, 2 -3=- 177/0, 3-4= -84/43 BOT CHORD 1- 7=- 119/219, 6- 7=- 120/227, 5-6=- 101/168 WEBS 2- 7= -8/60, 2-6 =- 67/18, 3-6 =- 30/129, 3-5=-388/233 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r_<'D GIN. F9 6> Z � 15 r •6PE LI.- �� OR �.10. - j - ri, F pO N G �J EXPIRATION DATE: 06 - 30 - 08 September 28,2006 i A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTER REFERENCE PAGE ¥17-7473 BEFORE USE Cosign void for use only %Nth MTok corner tors. This design Is basod only upon poiarTlSters shown. and is for an Individual building component. Applicability of design pan - mentors and proper Incorporation of componont Is rosponslbilfy of building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web member s only. Additional lomporary bracing to Insure stability during construe non Is the responsibility of trio. erector. Additional permanent bracing of the overall structure is the responsibily 01 one buikiting designer. For general guidance regarding fabrication. quaff) control storage, delvers. erection and bracing. consult ANSI/TPI1 Qualify Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato InsStule, 583 D'Onolrio Drive, Madison, IM 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R2293989r1 608266 JK6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:27 2006 Page 1 1 6-0-0 1 10-0-0 I OM 11 -11 -11 1 6-0-0 4 -0-0 1-11-11 4 Scale = 1:33.5 ., d 3 6.00 12 Mj 1 -4 2 0 da K. ui � [�Q 7 5 21 M 5 02,0 6-0-0 0-2-0 5-10-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Roc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -5 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -5 >381 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/rPI2002 (Matrix) Weight: 26 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1= 238/0 -3-8, 4 =63 /Mechanical, 5 =58/Mechanical, 2=308/0 -5 -8, 3= 191/0 -5-8 Max Horz1= 269(load case 3) Max Uplift4=- 48(load case 3), 2 =- 238(Ioad case 3), 3 =- 145(load case 3) Max Grav1= 238(Ioad case 1), 4= 63(load case 1), 5= 116(load case 2), 2= 308(load case 1), 3= 191(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 237/66, 2- 3=- 107/46, 3-4= -28/23 BOT CHORD 1 -5 =0/0 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. . 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. - 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASES) Standard �� g�� , C\ NG N R 0,c-6.6,,, 0- �� 157 : 9 r • . 9F OONG .\) 1 EXPIRATION DATE: 06 -30 -08 • September 28,2006 • AI WARNING • Verify design parameters and READ NOTT:S ON THIS AND INCLUDED MITER' REFERENCE PAGE MD -7473 BEFORE USE. D IMIll esign veld for use only vAlh Mink connectors. This design Is based only upon parameter shown, and is for an indMclucal building component. Applicability of design parnmenters and proper Incorporation of component Ls rosponslblly of building designer- not Truss designer. Bracing shown MiTek is for lateral supped of individual web members ony. Additional temporary bocatg to unsure stability during construction Is the responsibility of the erector. Additional permanent tracing of the overall structure is the responsiblf yul the building designer. For general guidance regarding fabrication, cruelty control sloiege. delvery, erection and bracing, census ANSI/TPI1 Quality Criteria DSB-B9 and BCSI1 Bulldng Component 7777 Greenback Lane. Stile 109 Safety Information available from Truss Plate Institute, 583 D'Onolno Drive, Madison. '/4 53719. Citrus Heights, CA, 85610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939897 608266 JK7 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:57:28 2006 Page 1 6-0.0 10-0-0 1311 -11 6 - 0 - 0 4 3 - 11 4 - =• Id Scale 1:38.1 6.00 12 3 1 -4 e 2 • 2x4 = 5 6-0-0 0-2-0 5-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(11) • -0.18 1 -5 >381 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 • Horz(rL) -0.00 4 Na n/a BCLL 0.0 Code. IBC2003/TPI2002 (Matrix) - - Weight: 29 lb • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 1= 238)0 -3 -8, 4= 127 /Mechanical, 5 =58 /Mechanical, 2= 308/0 -5-8, 3= 255/0 -5-8 • Max Harz 1= 314(load case 3) Max Uplift4=- 96(load case 3), 2=- 239(load case 3), 3=- 193(load case 3) Max Grav1= 238(load case 1), 4= 127(load case 1), 5= 116(load case 2), 2= 308(load case 1), 3= 255(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 288/66, 2 -3 =- 158/46, 3-4= -56/45 BOT CHORD 1 -5 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp 8; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. PR LOAD CASE(S) Standard C", _�� � NG W e • � 2 44- 157:F E 9 f .15,41.2 cv, 9eDONG �J EXPIRATION DATE: 06 -30 -08 1 September 28,2006 Al k q e WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M117473 HP-FORE USE Design vald for use only with Wok connectors. This design Is basocl onty upon paramoters shown. and is for an Individual bufkling component. Appticabltity of design commenters and proper Incorporation o1 component b responsiblily 01 building cosigner not truss designer. Bracing shown Mire k Is for lateral support of individual web members ony. Additional tomporary bracing to Insure stablhty during construc tion Is the responsibility of the erector. Additional permanent bracing at the overall structure Is the respomlbilty oI the building designer. For general guidance rogarclistg lubrication, cruelty control storage, delvety. erection and bracing. consult ANSI/TP11 GuedIty Criteria, 005.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 • Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Citrus Heights. CA. 95610 Job Truss Truss Type I Oty Ply 608266 - -Oak Street - -Bldg 1 -11 608266 JK8 ROOF TRUSS 2 1 R2293989 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:29 2006 Page 1 6-0-0 10-0-0 14 - 15.11 - 11 6 4 - 4 1 -11 -115 • Scale= 1:43.3 4 r4 6.00 12 3 1-5 *MI 2 .t 1 3 S 2x4 = 6 00 6 0 5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -6 >381 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.01 5 n/a r1/a • BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 33 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 1= 238)0-3-8, 5 =63 /Mechanical, 6 =58 /Mechanical, 2= 308/0 -5 -8, 3 =256/D -5 -8, 4= 191/0 -5-8 Max Horz1= 360(load case 3) Max Uplift5=- 48(load case 3), 2= 240(load case 3), 3=- 194(load case 3), 4=- 145(load case 3) Max Grav1= 238(load case 1), 5=63(load case 1), 6=116(load case 2), 2=308(load case 1), 3=256(load case 1), 4= 191(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 339/66, 2- 3=- 209/46, 3-4 =- 107/46, 4-5= -28/23 BOT CHORD 1 -6 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard c:3:" GIN �1 /O2 CC . 157PE 9 � ��'• FOONG �( EXPIRATION DATE: 06 -30 -08 September 28,2006 r A A WARNING • Verify design parameters and READ NOTES ON TEMS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design void for use only with Wok connectors This design Is based only upon parameters show). and is for an Indwicluol bulling component. s Applicability of closign paramenters and proper Incorporation of component Is responhbiity of building aesgnar - not truss designer. Bracing shown Mi Te k• Is for lateral support of Individual web mambo's only. Additional tamporcry daculg to insure stability cluring construction Is the rosporssibillty of the erector. Additiotwl perrnarnent bracing of the overall shucture is Ilse responsibility ol Ilse building designer. For general guidance regarding • fabrication, quality control stooge. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, 059.89 and BCSII Bulking Component 7777 Greenback Lane. Stile 109 Safety Inlormalon avniiabb from Truss Plate Institute, 583 O'Onohio Drive. Madison. 94 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939899 608266 JK9 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:30 2006 Page 1 6-0-0 10-0-0 14-0-0 17 -11 -11 • 6-0-0 4-0-0 4-0-0 3 -11 -11 6 1 Scale: 1/4 " -1' 6.00 FIT 1 3-6 $ 3x4 4 3 A 2 • • 1-3 r • 1 , 2x4 = 7 600 0-2 -0 5-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.06 1 -7 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.18 1 -7 >392 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 6 n/a n/a •• •BCLL • 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) WeigM:361b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 6= 127/Mechanical, 1= 238/0 -3-8, 7 =58 /Mechanical, 2= 308/0 -5-8, 4=256/0-5-8, 5= 255/0 -5-8 Max Horz 1= 405(load case 3) Max Uplift6=- 96(load case 3), 2=- 241(load case 3), 4=- 194(load case 3), 5=- 193(load case 3) Max Grav6= 127(load case 1), 1= 238(load case 1), 7= 116(load case 2), 2= 308(load case 1), 4= 256(load case 1), 5= 255(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 390/66, 2- 3=- 259/0, 3- 4=- 253/46, 4- 5=- 158/46, 5-6= -56/45 BOT CHORD 1 -7 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp 6; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp 6; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrertt with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard .�F OF FS S � O 2 157 - E E 9f • • Fp� EXPIRATION DATE: 06 -30 -08 September 28,2006 r _ r Al WARNING. • Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MI17473 BEFORE USE. Design veld for use only with MTok connectors. This design Is based ony upon parameters shown. and Is for an individual building component. Appricabltity of design paramentors and proper incorporation of component is responsiblity oI building designer - not truss designer. Bracing shown MiTek. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of Inc erector. Additional permanent bracing 01 the overall structure is the responsibiityol the building designer. For general guidance regarding fabrication, quality control storage. deivery, erection and bracing. coruue ANSI/TPII Quality Criteria, 009 -139 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safoty Information available from Truss Pknto Institute, 583 D'Onohio Drive, M,clison. IM 53719. Citrus Heights. CP, 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street--Bldg 1-11 R22939901 608266 JM1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:30 2006 Page 1 I -1 -0-0 I 1 - 11 - 11 I 6-0-0 I 1-0-0 1 -11 -11 4 Scale= 1:11.7 4 3 6.00 12 A 3-6 c ��_ jJ 1-4 2 ' 5x16 = 3x4 = 1,. 1 6 5 3x4 3.00 FIT 3x4 1 -11 -11 2 -11 6-0-0 1 1 -11 -11 0-1 -13 3-10-8 Plate Offsets (X,Y): [2:0- 1- 4,0- 1- 8],[3:1- 0- 11, 0. 2- 15],[ 3:1- 3- 10,EdgeL[6:0- 2- 0,0 -1 -121 TCLL LOADING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.15 Vert(LL) -0.02 5-6 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.08 5 -6 >906 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 16 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G •Except• BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 2 -3 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2= 220/0 -5-8, 5= 55/Mechanical Max Horz2= 221(load case 2), 5=- 221(toad case 2) Max Uplift2=- 87(load case 3) Max Grav2= 220(load case 1), 5= 95(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/47, 2- 3=- 241/0, 3- 4 = -7/0 BOT CHORD 3 -6=- 204/0, 5-6= -221/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. � �E,� PR OFF 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSITrPI 1 angle to grain formula. Building designer should verify capacity of c : L N G V NE . ' / bearing surface. 4 .4.■ 9) Non Standard bearing condition. Review required. 157; "E r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . LOAD CASE(S) Standard i lli jklr a ijo 111% r A RF ONG J ' S EXPIRATION DATE: 06 -30 -08 September 28,2006 1 Al WARNING • Verify design parameter. and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MO BEFORE USE. .7473 BORE US Design void for use only with Mick cone. tors. This design Is based any upon porarrloten shown. and is for an Individual building component. Appticabilty of design paiamcsAlers and proper Incorporation of component is rosponsibilly of building designer - not truss designer. Bracing shown MiTek NMI Is for lateol support of individual web momixsrs only. Additional tomixnary hoeing to insure stability during construction Is the responsibility of the erector. Addiliorsal permanent bracing of Itw overall shucfure is Ilse responsiblfy ul Ilse buikJhig designer. For general guidance regarding labricalion, quoly control storage. delivery, election and tracing, consult ANSI/TPI1 Qualify Criteria, DS8-89 and 8CSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safely Informafon available from Truss Pkite Institute, 583 D'Onohio Dive, Madison lM 53719. Citrus Heights CA. 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street-Bldg 1 -11 R22939901 608266 JM10 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:31 2006 Page 1 r1-0-01 6-0-0 10-0 -0 1 140-0 18-0 -0 1 19-4 -15 1 -0-0 6-0-0 4-0-0 4-0-0 4-0-0 1h15 6.00 12 _ Scale= 1:51.7 7 5-8 6 3x4 r=te 5 - 4 O 3 1 -5 E :14 2 o 1 2x4 = 9 6-0-0 6-0-0 LOADING SPACING 2 -0-0 CSI DEFL in (toe) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -9 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -9 >410 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 8 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) VVeight: 39 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 8 =45 /Mechanical, 2= 322/0 -5-8, 9 =57/ Mechanical, 3= 297/0 -5-8, 4= 256/0 -5 -8, 6= 256/0 -5-8, 7= 173/0 -5-8 Max Horz2= 463(Ioad case 3) Max Uplift8=- 34(Ioad case 3), 3=- 236(load case 3), 4=- 194(load case 3), 6=- 194(toad case 3), 7=- 131(load case 3) Max Grav8= 45(Ioad case 1), 2= 322(load case 1), 9= 114(toad case 2), 3= 297(Ioad case 1), 4= 256(load case 1), 6= 256(load case 1), 7= 173(Ioad case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3= -427/62, 3-4 =- 296/46, 4 -5 =- 194/0, 5 -6 =- 188/46, 6 -7 =- 93/46, 7 -8= -20/16 BOT CHORD 2.9 =0/0 NOTES . 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7-98; Pf =25.0 psi (fiat roof snow); Exp B; Fully Exp.; L= 45 -0-0 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 6, 7. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q PR OFR. LOAD CASE(S) Standard �� NGI E9 X0 2 AV 15 �- Ah - ARV 2S 9F OO N G �J EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD•7473 BEFORE USE ppIp Design void for use only with Mick connectors. This design Is based ony upon pal enviers shown, and is for an Individual bulkling component. Y�YY Apphcablbty of design commenters and proper incorporation of component bresponebllly 01 building designer- not truss designer. Bmdng shown IVI�Te k Is for totem; support of individual web mambo s only. Addlhonal temporary tracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibily of One buikji ng designer. For general guidance regarding lubrication. quuity control storage, deivery. erection and bracing, consult ANSI/TPI1 Oudlty Criteria, DSB-89 and BCSI1 Bullring Component • 7777 Greenback Lane. Suite 109 Safety Information °mitabke from Truss Plate Institute, 583 D'Onohio Drive, Modison, W7 53719. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R2293990 608266 JM11 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:32 2006 Page 1 I -1-0-0 I 1 -3-12 I 6-0-0 I 7 -3-0 i 11 -11 -11 1-0-0 1-3-12 4-8-4 1 -3-0 4-8-11 5 Scale = 1:34.2 • .. d. 6.00 FIT 4 15, • d, 3 3.7 2 • Ic j d • 8 7 6 3x4 3x4 = 3.00112 1 -3.12 6-0-0 12-0-0 1 -3-12 4-8-4 6-0-0 Plate Offsets (X,Y): (8:0- 4- 4,0.2 -4) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 . TC 0.47 Vert(LL) 0.05 7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.13 7 -8 >544 180 TCDL 7.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 30 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 5= 107/Mechanical, 2= 322/0 -5-8, 6 =95 /Mechanical, 4= 408/0 -5-8 Max Horz2= 294(Ioad case 3) Max Uplifts=- 83(Ioad case 3), 2=- 29(load case 3), 6=- 16(load case 3), 4=- 299(load case 3) Max Grav5= 107(load case 1), 2= 322(load case 1), 6= 111(load case 2), 4= 408(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 562/99, 3 -4=- 210/94, 4- 5 = -88/34 BOT CHORD 2 -8 =- 354/462, 7 -8 =- 324/404, 6 -7 =0/0 WEBS 3.8 =- 96219, 3- 7=- 415 /333 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7-98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. (1 PR OFFS 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. c - 'A . 4- s/ 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 0 bearing surface. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 157 rr • PE 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard \ _� DONG EXPIRATION DATE: 06 -30 -08 September 28,2006 • WARNING • Ve 4J J design parameter. and RECD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Md -7473 BEFORE USE BST Design veld for use only with hlTok connectors This design Is based only upon acnomoten shown. and Is for an Individual building component. Appficabifity of design paramontors and properincorpornlon of component b responsiblly of building designer - not truss designer. Bracing shown IV6iTek- is for lateral suppon of individual web members only. Additional temporary bacilli) to insure stability during consluc Lion Is the reslwnsiblliy of the erector. Additional permanent bracing of Iho overall structure is lire responsibil y al 150 building designer. For general guidance regarding PCM pe,,,n,,,,.- fobricaliorL yuafty control storage, delivery, erection and bracing. consult AN5I/TP11 Qualify Criteria, 099.89 and BCSI1 Building Component 7777 Greenback Lane. Stile 109 Safety Informalion available from Truss Plate Institute, 583 D'Onotho Drive, Madison. 94 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Qty Ply 608266 - -Oak Street - •Bldg 1 -11 R2293990 608266 JM12 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:33 2006 Page 1 1 -1-0 -0 1 3-3-12 I 6-0-0 I 9 -11 -11 I - 1 -0-0 3-3-12 2-8-4 3-11 -11 4 Scale= 1:28.5 d 6.00 1 1-4 3x4 i m fel dr 3 II. li 3 7 65 Iii 5x5 = 2x4 �/ 3x4 3.00 I 12 1 3-3-12 1 6-0-0 I 10-0-9 1 3-3-12 2-8-4 4-0-9 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.02 7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.22 Vert(TL) -0.03 7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 28 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9 -9-6 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4= 170/Mechanical, 2= 359/0 -5-8, 5= 278/Mechanical Max Horz2= 250(load case 3) Max Uplift4=- 128(Ioad case 3), 2=- 80(Ioad case 3), 5=- 147(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 761/233, 3-4=-107/58 BOT CHORD 2 -7 =- 417/668, 6 -7 =- 393/618, 5 -6=0/0 WEBS 3-7=-83/236, 3 -6 =- 674/429 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf;Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Q PR p f bearing surface. �, s 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,is, �1AG)N 9 u / • LOAD CASE(S) Standard � 157 4 P E r • FD OONGG -.` EXPIRATION DATE: 06 -30-08 September 28,2006 ■ a WARNING • Verify design parameters and READ NOTES 01( THIS AND INCLUDED MITER REFERENCE PAGE MD -7973 RETORE USE. • D lei esign mid for use ony With MTek connec tors This design Is basocl only upon pa'amotors shovel. and Is for an Individual building component. Appticabifity of dostgn paxomonfers and proper Incorporation of component Is rosponstbilly of building designer- not truss designer. Bradng shown MiTe �' Is for Merai support of individual web mnmbo,s onty. Additional temporary bating to insure stabitfy during construction Is the responslblllfy of the e eiecloi. Additional permanent bracing of the overall shuclure is the responslblIty 01 lse building designer. For general guidance regarding lubrication. quoin/ conlroL storage, deivery. erection and bracing, consul ANSI/TPI1 Quality Catena, OSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from truss Plato Institute, 383 ['Ono fiio Drive. Madison. IM 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street- -Bldg 1 -11 R22939904 608266 JM13 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:34 2006 Page 1 -1-0-0 ( 3-5-8 6-0-0 7 -11 -11 1 -0-0 3-5-8 2-6-8 1 -11 -11 4 Scale = 1:23.6 • 6.00 I 12 3x4 3 1-4 3-6 2- 2� I 7 65 IFS 5x5 = 2x4 3x4 % 3.00 12 3-5-8 6-0-0 8-0-9 3-5-8 2-6-8 2-0-9 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) 0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 2 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 5 n/a rVa BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 25 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4= 114 /Mechanical, 2= 345/0 -5 -8, 5= 220 /Mechanical Max Horz2= 204(load case 3) Max Uplift4= -85(load case 3), 2=- 94(load case 3), 5=- 102(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 567/140, 3- 4= -71/39 BOT CHORD 2- 7=- 271/475, 6 -7 =- 256/437, 5 -6=0/0 WEBS 3- 7=- 45/186, 3- 6=- 484/284 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. . 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �E ) PR O f bearing surface. � u. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � �., LNG 1 F9 s LOAD CASE(S) Standard 15 i .6PE ,. ice F OONG �J EXPIRATION DATE: 06 -30 -08 • September 28,2006 WARNJNO • Verify design pawwmatow and READ NOTES ON TIIIS AND INCLUDED MITER REFERENCE PAGE DIII-7473 BEFORE USE. Dell(p) void for use ony wllh MTek connectors. This design Is based only upon parameters shown. and is for an individual building component. Applicability of design paromenfers and proper lncorporadon o l component is responablity of building designer- not truss designer. Bracing shown MiTek Is for lateral support oI u,aividual web members only. Additional temporary bracing to insure stability during costmc lion is rho responsibility of the • erector. Additional permanent bracing of the overall structure is the responslbtly of the building designer. For general guidance regarding lubrication. quality control storage, deivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Buildng Component 7777 Greenback Lane. Suite 109 Saloy Information avallabb from Truss Plate Institute, 583 D'Onohio Drive, Madison WI 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939909 608266 JM14 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries. Inc. Thu Sep 28 10:57:35 2006 Page 1 I -1-0-0 ( 3-5-8 I 5 -11 -11 6.9-0 1-0-0 3-5-8 2-6.3 4 0-0-5 Scale = 1:18.9 • . . . 3x4 • 6.00 1 3 - 1-4 �� 3-6 P. .. 2- 2 7 6 5 g J 1.5x4 6 44 5x5 = - 1 =, ►, 3.00 12 6-0-1 3x4 I 3-5-8 I 5-11-11 6143 3-5-8 2-6-3 0-0-5 0-0-1 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 2 -7 >999 180. TCDL 7.0 Rep Stress !nor W Horz(TL) B 0.12 HfL) 0.01 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 22 Ib BCDL 10.0 ' LUMBER BRACING . TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 4 =55 /Mechanical, 2= 325/0 -5-8, 5= 168 /Mechanical Max Horz2= 158(Ioad case 3) Max Uplift4=- 38(Ioad case 3), 2=- 104(Ioad case 3), 5=- 63(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 435/96, 3 -4= -39/18 BOT CHORD 2- 7=- 178/349, 6- 7=- 168/318, 5 -6=0/0 . WEBS 3- 7=- 20/173, 3 -6 =- 353/187 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of QE PR OFF IS bearing surface. <(' 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 6D LNG) F9 X0 LOAD CASE(S) Standard 15( r R �FDONG Y25 ..1.., . EXPIRATION DATE: 06 -30 -08 September 28,2006 • ■ l A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RETERENCE PAGE MD -7473 =PORE USE Desi3ps veld for use only with Wok connectors. This design Is based only upon ',ammeters shows. and is for an Individual building component. Nig Applicability of design commenters and propertncorporason of component Is rosponsiblity of bulld'otg designer • not truss designer. Bracing shown MiTek Is tor lateral support of individual web members only. Additional temporary bacing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall shuclure is the responsibilty oI the bulklirig designer. For general guidance regarding fabrication. quality control storage, delvery, erection and teoct a consult ANSI/TPII Quality Criteria, 038.89 and BCSt1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkate Institute, 583 D'Onorrto Drive, MAOdiSon. yd 53719. Citrus Heights. CA 95610 . Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R2293990 • 608266 JM15 ROOF TRUSS 1 1 • Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:36 2008 Page 1 I - I 3-11 -11 I 6-0-0 I 1 - 3-11 -11 4 2-0-5 ,�! Scale = 1:13.0 6.00 12 3 W WI - 2 2 -6 6 5 q d g 111111111111 4x8 ; 1' 3.00 FIT I 3x4 % 3 - 5 - 8 I 3-11 -11 I 6-0-0 I 3 0-6-3 2-0-5 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.04 6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.12 6 >580 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 nla r1/a BCLL 0.0 Code 1BC2003/TP12002 (Matrix) Weight: 19 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directy applied or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (lb/size) 4= 106 /Mechanical, 2= 283/0 -5 -8, 5 =68 /Mechanical Max Horz2= 113(Ioad case 3) Max Uplift4 =- 49(Ioad case 3), 2=- 81(load case 3) Max Grav4= 106(Ioad case 1), 2= 283(Ioad case 1), 5= 113(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 172/69, 3 -4= -31/42 BOT CHORD 2- 6=- 127/88, 3-6=- 79/120, 5 -6=0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ��Q PR QFE 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ..c. N�i(N u s � O 2 9 LOAD CASE(S) Standard \ 157: • PE f A wry . ''DONG J 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 p _ P AI WARNING. Verify design parameters and READ NOTES ON 77178 AND INCLUDED BIITER REFERENCE PAGE MB E -7473 BEFORE US F I Design void for use only wsth MTok connectors This design is based only upon parameters show. and is for an individual building component. �� Appficablhry of design commenters and proper Incorporation of component Is responsiblly 01 building designer - not Truss designer. Bracing shown MiTek Is for lateral support 01 individual web members only. Additional tamtxs cry tracing to assure stability during construction Is the responsibility of the erector. Addiliorwl permanent bracing of the overall structure is the responsibllyof the buiklusg designer. for general guidance regarding � •0 -�„ lubrication. quully control storage. delivery. erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and 5C311 Building Component 7777 Greenback Lene. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onokio Drive, Madison WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939907 608266 JM16 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:37 2006 Page 1 -1 -0-0 I 1 -11 -11 6 I • 1-0-0 1 -11 -11 4-0-5 Scale = 1:11.7 4 3 rj 6.00 1 �) s, 2 I Mg '� 5x16 = 3x4 = d • riS [ 6 5 ico ♦ 3x4 % 3.00 FT 3x4 I 1 -11 -11 2-1-8 6-0-0 I 1 -11 -11 0-1 -13 3.10-8 • Plate Offsets (X,Y): (2:0- 1 -4,0 -1 -8], [3:1 -0- 11,0- 2 -15], [3:1- 3- 10,Edge], [6:0.2- 0,0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 • TC 0.15 Vert(LL) -0.02 5-6 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase t15 BC 0.24 Vert(TL) -0.08 5-6 >906 180 TCDL 7.0 Rep Stress Incr YES VVB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 Code IBC2003/rP12002 (Matrix) Weight: 16 b BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G 'Except* BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 2.32X6DFNo.2 WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2= 220R) -5-8, 5 =55 /Mechanical Max Horz2=221(Ioad case 2), 5=- 221(load case 2) Max Uplift2=- 87(load case 3) Max Grav2= 220(Ioad case 1), 5=95(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/47, 2- 3=- 241/0, 3- 4 = -7/0 BOT CHORD 3-6 =- 204/0, 5-6=-221/0 . NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ��� PR OFF 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. c•� NG]N 6> 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of c� 9 02 bearing surface. • 4 4 -y 9) Non Standard bearing condition. Review required. 15 ! i . P E f 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • LOAD CASE(S) Standard � !,��' DONG 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 ��_ A WARNING • Peri& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. MT Design void for use only with Wok connectors. This design Is based only upon parameters shown, and Is tor an individual building component. Y Applicability of design commenters and proper Incorporation of component 8 responsibily of building designer- nol truss designer. Bracing shown MiTek Is for lateral support o1 individual web members only. Additional lompora y tracing to 'assure stability during coiuhuc Ilan Is the responsibility of the elector. Additional permanent bracing of the overall structure is the responsibily of One building designer. For general guidance regarding lubrication. qualy control storage, deivery, erection and bracing, consult ANS VTPI1 Qualify Criteria, DSB -89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safely Information evoker ld from Truss Plato Institute, 583 D'Onouio Drive, Madison, Wl 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1.11 R2293990 608266 JM17 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:38 2006 Page 1 1 - 1 -10-3 10-3 2 / Scale = 1:8.4 • 600 FW • 3 r4 d ' r a 1 6 NIPP 3.00 FIT O il* KO . I 3x4 1 -10-3 1-10-3 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Veri(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vern(TL) -0.00 1 -3 >999 180 TCDL 7.0 Rep Stress Incr YES WB •0.00 Horz(TL) -0.00 2 Na n/a • BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 6 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10 -3 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 1= 74/0 -4-0, 2 =57 /Mechanical, 3= 18/0 -5-8 Max Horz1= 50(load case 3) Max Upliftl=- 10(load case 3), 2=- 49(load case 3) Max Grav1= 74(load case 1), 2= 57(load case 1), 3= 35(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -32/23 BOT CHORD 1- 3 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ��� PR Of fe 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ,S< ONGi F9 WO 17 1 f 66PE f • • Y � 1 • F OONG' EXPIRATION DATE: 06 -30 -08 September 28,2006 l t ak WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MD -7473 BEFORE USE lel Design void for use only with MTek connectors This design is.basocl only upon parameters shows. and is lot an Individual bustling component. Apphcabilry olclesign paramenters and proper incorporation of component is responvbllty of building designer - not hu ss designer. Bracing shown MiTek Is for I01e101 support 01 urclivfdual web =misers only. Addllional temporary booing to insure stability during construction Is tho responsibility of the erector. Additiosxsl permanent bracing of the overall structure is the responsibily of the buiklung designer. For general guidance regarding .e.•rR.a .�..as...- fabricalion, ovally control storage. deivery. erection and bracing, consult ANSI/TP11 Qualify Criteria, DSB -139 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety hdormation available from Truss Plate Inst.tute, 583 D•Dnaeto Drive. Madison N4 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1.11 R22939909 608266 JM18 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:39 2006 Page 1 1 -10-8 3-10-3 1-10-8 1-11-11 3 Scale = 1:13.4 6.00 I 12 d 2 1 1 d 3.00 12 3x4: 1 -108 1-10-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /def L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(LL) -0.00 1 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB • 0.00 Horz(TL) -0.00 3 ilia rtla BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 9 lb BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10-8 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 1= 75/0 -4-0, 3 =57 /Mechanical, 4= 18/0 -5-8, 2= 115/0 -5-8 Max Horz1= 92(Ioad case 3) Max Uplift3 =- 4(load case 3), 2=- 98(load case 3) Max Grav1= 75(load case 1), 3= 57(load case 1), 4= 36(load case 2), 2= 115(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -8124, 2-3=-26/21 BOT CHORD 1- 4 = -7/7 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (Flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. • 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 4, 2. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • ��Gj�N NRi �FF, / O • „_K.r :.: - E 9 r 157 RF J -DONG EXPIRATION DATE: 06-30-08 September 28,2006 Dm WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RETERE9CE PAGE Mn -7973 BEFORE USE. _ Design vald for use only WWI MTok connoc lois. This design is based only upon pal emoted shown, and Is for an hdiviclucrl building component. Applicability of design pammenters and proper Incorporation of component is rasponslbilty of building designer- not Iruss designer. Bmdng shown MiTek Is for lateral support or ncllvidual web members only. Additional temtxnary bracing to insure stability during construction Is the responsibility of 11x' erector. Additional permanent bracing of the overall thud ure is the responlibllty of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Moto Institute, 583 D'Onohio Drive, Madison, 1M 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street- -Bldg 1.11 608266 JM19 ROOF TRUSS 1 1 R22939911 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries. Inc. Thu Sep 28 10:57:42 2006 Page 1 ' I -1-0-0 1.11 -11 3 I 1-0-0 1 -11 -11 i / - Scale = 1:8.4 6.00 12 .)/ d /1 1 -3 2 1W 1M ae ,l Vill 3.00 '1 .00 72 11 I 3x4 % 1 -11 -11 I 1 -11 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rVa nfa BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 8 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10=0 -0 oc bracing. • REACTIONS (lb/size) 3= 42/Mechanical, 2= 165/0 -5-8, 4= 19/0 -5-8 . Max Horz2= 71(Ioad case 3) Max Uplift3=- 35(load case 3), 2=- 75(load case 3) Max Grav3= 42(load case 1), 2= 184(Ioad case 4), 4= 38(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3= -40/15 . BOT CHORD 2- 4 = -7/7 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber.DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ii,, PR Off 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. <C-. 04G ) N s s� O gvzi 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� LOAD CASE(S) Standard � 15 . � 9 r 116.,,. ....„ FOONG -4 EXPIRATION DATE: 06 -30 -08 September 28,2006 p a WARNING • Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE MD -7473 BFJ USE. ��g Design veld for use only with MTok connectors. This design Is based only upon miloeters show,', and Is for an individual building component. •9�� Applicablity of design parcrmarltors and proper incorporators of compononl Ls rospondblity el building designer - not truss designer. Bracing shown M iTek• 4 tor lateral support of Individual web nssmber s only. Additional temporary tracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall shucture is the resporsabily of the building designer. For general guidance regarding •e-Ir n m- corn..: fabrication. cruelty conlroL storage, deivery, erection and Muting consull ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Intormallon available from Truss Plate Institute, 583 D'On°trio Drive. Madison- 1A4.53719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608266--Oak Street--Bldg 1 -11 R22939911 608266 JM2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:44 2006 Page 1 I -1-0-0 I 3-11-11 I 6-0-0 I . 1 -0-0 3 -11 -11 4 2-0-5 • .! Scale = 1:110 6.00 r11 r 1 3 . 2 2 6 6 5 ' o p ' 4x8 1 3.0011 3x4 % 3-5-8 I 3-11 -11 I 6-0-0 I 3-5-8 0-6-3 2 -0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.04 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.12 6 >580 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 nla rt/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 19 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3.11 -11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (lb/size) 4= 106 /Mechanical, 2= 283/0 -5 -8, 5 =68 /Mechanical Max Horz2= 113(load case 3) Max Uplift4=- 49(load case 3), 2=- 81(load case 3) Max Grav4= 106(load case 1), 2= 283(load case 1), 5= 113(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 172/69, 3-4= -31/42 BOT CHORD 2 -6 =- 127/88, 3-6 =- 79/120, 5 -6 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. / 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _.`<,�CD OFfst LOAD CASE(S) Standard �Gr� NG( 9 O29 1574 PE r IIII - N DI 4.41.037 = ■ . _ FOO �J . . ( EXPIRATION DATE: 06 -30 J September 28,2006 1 4 A WARNING. . Verify design parameters and READ NOTES ON TRW AND INCLUDED MYTER' REFERENCE PAGE ME.7473 BEFORE USE. N Design veld for use only with Wok connectors. This design Is based only upon paran ten showi, and Is for an Individual bulkilrsg component. lira Applicably of design pai mxenlors and proper Incorporation of component is responslbIlty of building designer- not truss designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to Insure stability cturing construction Is the rospoisibillty of the erector. Additional permanent bracing of the overall structure Is the responsibily OI tine building designer. For general guidance regarding lubrication, coolly control storage. delivery. erection and bracing. consul ANSI/TPI1 Quality Criteria, D1B-89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Ono trio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 • .Job Truss Truss Type Oty Ply 608266--Oak Street--Bldg 1 -11 j R22939912 608266 JM20 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:45 2006 Page 1 • I - I 2 - 0 - 0 I 3 - 11 - 11 I 1 2 1 - 11 - 11 4 Scale= 1:13.0 rb 0 6.001 3 4 n . 2 � 1 '- 1..'2 ,1 I W.. ►� ►/ ,/ 3.00 1 I 3x4 % 2-0-0 I 2-0-0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (doer) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 r1/a rlla BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 11 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing.. • REACTIONS (Ib/size) 4 =57 /Mechanical, 2= 165/0 -5-8, 5= 19)0 -5 -8, 3= 100/0.5-8 Max Horz2= 113(load case 3) Max Uplift4 =- 44(load case 3), 2=- 50(load case 3), 3=- 84(load case 3) Max Grav4= 57(Ioad case 1), 2= 184(Ioad case 4), 5= 38(Ioad case 2), 3= 100(Ioad case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3=- 75/15, 3-4= -26/21 BOT CHORD 2- 5 = -7/7 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PR 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3. ,_‹D �- (GIN L -V 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. N � LOAD CASE(S) Standard CC 15 • • P E f 1 ....., : q . 4.4..t..-44,0 • .. r DONG -J EXPIRATION DATE: 06 -30 -08 September 28,2006 1 • A WARNING • Verify design parameters and READ MOTES ON THIS AND INCLUDED SITEK REFERENCE PAGE MD -7473 BEFORE USE �e Design veld for use only with MTek connectors TNs design Is based only upon parameters shown. and is for an Individual building compornonl. i9Y7 AppIcablly of design paromenters and properincorporabon el compononl is rosponsibiity01 building designer- not truss designer. Bradng shown NIiTek Is for lateral suppod 01 individual wob numbers only. Additional tomrxxary txacing to insure stability during construction Is the responsibility of the elector. Additional permanent bracing 01 the overall shuclure Is the resporuiblly of the bulling designer. For general guidance regarding .e..�e>o .e+.a +...• fabrication, qualify control storage, delivery. erection and bracing. consul ANSI/TPI1 Quality Criteria, 036.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Irdormalon available from Truss Plate Institute, 583 D'Onolto Drive, Madison N1 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 608266 JM3 ROOF TRUSS 1 1 822939913 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:47 2006 Page 1 1 -1-0-0 1 3-5-8 I 5-11 -11 61-0 1 -0-0 3-5-8 2-6-3 40.5 Scale = 1:18.9 3x4 i 6.00 12 3 1-4 li iiiihh.. 3-6 ' -- I 2 7 6 5 1.5x4 d 5x5 = 1 -, 0/ 3.00 FIT 3x4 I 3-5-8 I 5-11 -11 61-0 ' 3-5-8 2-6-3 0-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) 0.01 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.03 2 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 5 n/a rl/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 22 Ib ' BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2= 327/0 -5 -8, 5= 234 /Mechanical Max Horz2= 173(load case 3) Max Uplift2=- 103(load case 3), 5=- 131(load case 3) Max Grav2= 327(Ioad case 1), 5= 274(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2-3=-632/235, 3-4= -123/0 BOT CHORD 2- 7=- 337/598, 6- 7= -318/553, 5 -6=0/0 WEBS 3- 7=- 64221, 3- 6=- 615/354 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left a right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. . 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. � PR ac e Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of `�, fn 's bearing surface. \ cj � NG IN _F 9 /O 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,N., ?. LOAD CASE(S) Standard ip 15 '6PE �r .1►T1 -. FOONG `s • 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 i 1 Al WARNING • Verify design parameters and READ NOTES ON 711719 AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE 111 . Design veld for use only with Wok connoc fors. This design Is tensed only upon parameter shows. and is for an I idividuol building component. Applcabihty of design paramonters and proper incorporo6on of component Is iesponsibilly of building aotirpser - not truss designer. Bracing shown IIn �Te k• Is ter totem! supporl of individual web member 1 only. Additional temporary braking to Insure stability during construction Is the responsibility of the erector. Additonol permanent bracing 01 he overall shucfure is the responsibllyol 8se building designer. For general guidance regarding Iabricaliois, qualify conlroL storage, delivery, erection and bracing- corssu6 ANSI/TPII Quality Criteria, 058.89 and BCSII Bullring Component 7777 Greenback Lane. Stile 109 Safely Inlormalon available from Truss Plato Institute, 583 D'Ono leo Drive. Madison. N4 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 822939914 608266 JM4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:49 2006 Page 1 I -1-0-0 I 3-5-8 I 6-0-0 I 7 -11 -11 1-0-0 3-5-8 2-6-8 1 -11 -11 4 - •- l� Salle= 1:23.6 a 6.00 • 304 q 3 1 -4 v 0 3-6 r A NM O 2 7 65 5x5 = 2 x 4 IM ., 3x4 % 3.00 FIF 3.5.8 I 6-0-0 I 8-0-5 3-5-8 2-6-8 2-0-5 LOADING (psf) O SPACING 2 -0-0 CS! DEFL in (loc) Udefl lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.22 Vert(LL) 0.01 7 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 2 -7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 5 n/a rlla BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4= 113 /Mechanical, 2= 345/0 -5.8, 5= 219/Mechanical Max Horz2= 204(load case 3) Max Uplift4=- 84(Ioad case 3), 2=- 94(load case 3), 5=- 101(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 565/140, 3-4= -71/38 BOT CHORD 2 -7 =- 270/473, 6- 7=- 255/435, 5 -6 =0 /0 WEBS 3 -7 =- 45/185, 3- 6=- 483/283 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel-to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of � PR OF-A. �� bearing surface. Q. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ‹.) L N G 1 N . F9 /0 D LOAD CASE(S) Standard � , I., 15 t- 1 I i *I i IIPP al i 6v v- .m ' • F OONG �� • EXPIRATION DATE: 06 -30 -08 September 28,2006 • Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MD -7473 BEFORE USA mil Design vald for use only WIh reek connectors. Oils design Is based only upon pararnalen show'', and is for an Individual building component. Applicability of closign peramenters and proper Incorporation of component Is responsiblly of building designer - not truss designer. gracing shown R /�'�� 1s for lateral su poor' or individual web temporary 'vls members only. Additional temary bacng to 'mute stability during construction Is the responslbllly 'v' o1 the K elector- Additional pemnonenl bracing of Ilse overall shuclure is the responsit.ily o One building designer. For general guidance regarding _ _ • fabrication, quality control storage, delivery. erection and bracing. consu0 ANSI/TPI1 Qudly Criteria, 006.99 and SCSI1 Bellcing Co mponent 7777 Greenback Lane. Sinter 109 Safety Intomsa9on available from Truss Plate Institute, 583 D'Onohio Drive, Wodiscm NW153719, Citrus Heights. CA. 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939915 608266 JM5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:57:50 2006 Page 1 1 - 1 - 0.0 1 3-2 -12 I 6-0-0 I 311 -11 I - 1-0-0 3-2-12 2 -9-4 3 -11 -11 4 Scene = 1:28.5 • d • • 6.00 12 1-4 3x4 -."-% d, 3 �Iii3 -6 2 I � aiiii 7 65 d i� 5x5 = Dc4 C 3x4 3.00 1 1 3-2 -12 I 6-0-0 I 10-0-1 I 3-2 -12 2 -9-4 4-0-1 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.02 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.22 Vert(TL) -0.03 7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 28 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9 -7 -10 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4= 171/Mechanical, 2= 360/0 -5-8, 5= 273 /Mechanical Max Horz2= 249(Ioad case 3) Max Uplift4=- 129(Ioad case 3), 2=- 81(Ioad case 3), 5=- 143(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2-3=-780/247, 3-4=- 108/58 BOT CHORD 2- 7=- 430/687, 6- 7=- 406/636, 5 -6=0/0 WEBS 3- 7=- 86240, 3 -6=- 688/439 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with arty other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ���E PR OPet, bearing surface. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� C (� \AG N / 0 LOAD CASE(S) Standard 4-C-441 4-C-441 15 fr 9 PE 7 Ili ihir... ... ai 4,111 .._ 7 • �J °ONG . • EXPIRATION DATE: 06 -30 -08 1 . September 28,2006 ■ AI WARNING • Verify design parumatars and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. ' Design vald for use only with MTok connectors This design Is based only upon parameters show,. and is for an Individual building component. p Apphcabihty of design pammontars and proper Incorporation of component b nesponsibllly of building designer - not Truss designer. Bracing shown iVI iTek Is for lateral support of individual web mombors ony. Additional temporary baring to Insure stabihly enuring construction Is the wsportsiblll of the elector: Additional permanent tracing of the overall structure Is Ilse responstbily oI hue building designer. For general guidance regarding tabricatian. cruelty control storage. delvery. erection and bracing, corssutl ANSI/TPI1 Qualify Criteria, DSB -89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Onohio Drive, Madison, 1M 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1-11 R229399161 608266 JM6 ROOF TRUSS 1 1 Job Reference (optional) I • BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:51 2006 Page 1 1 -1-0.0 1 1 -2 -12 1 6-0-0 1 7-9 -0 1 11 -11 -11 I 1-0-0 1 -2 -12 4-9-4 1 -9-4 4-2 -7 5 - I o Scale= 1:34.3 6.00 12 4 dr 3 _ 3.7 ' )a to WI 8 7 6 3x4 Frfi _= 3x4 = 3.00112 1 1 -2 -12 , 6-0-0 1 12 -0-11 1 1 -2 -12 4-9-4 6-0-11 Plate Offsets (X,Y): 18:0- 4- 4.0 -2 -8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.06 7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.14 7 -8 >478 180 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.02 . 6 n/a rVa BCLL 0.0 Code IBC2003/TPI2002 (Matrix) . Weight: 30 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9 -6 -11 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 5 =84 /Mechanical, 2= 335/0 -5-8, 6= 104 /Mechanical, 4= 412/0 -5 -8 Max Horz2= 295(load case 3) ' Max Uplift5=- 66(Ioad case 3), 2=- 3B(load case 3), 6=- 22(load case 3), 4=- 303(Ioad case 3) Max Grav5= 84(load case 1), 2= 335(load case 1), 6= 114(load case 2), 4= 412(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2-3=-672/186, 3- 4=- 204i99, 4- 5= -85/25 BOT CHORD 2- 8=- 442/571, 7 -8 =- 403/501, 6 -7 =0/0 WEBS 3 -8=- 125/255, 3 -7 =- 514/413 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ��� Ss 6) A plate rating reduction of 20% has been applied for the green lumber members. Fl ,- DD oF F 7) R to girder(s) for truss to truss connections. GI t / 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �� � N / F9 O29 bearing surface. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. CC 1 ' 66 P E r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . LOAD CASE(S) S tandard . ' , _ • 4.C-DONG � EXPIRATION DATE: 06 -30 -08 September 28,2006 � 'e Al WARNING • Verify design parameters and READ NOTES ON TRW AND INCLUDED MITER" REFERENCE PAGE Mil •7473 BEFORE USE. iTW Desi {pl veld for use only with MTOk connectors. This design is based any upon pas ameten shown. and is for an Individual building component. Appbcabllry of design parcrmentors and proper Incorporation of component is responsibtlry of building designer- not truss designer. Bracing shown M iTe k is for lateral support of individual web rnambers ony. Additional temporary badrlg to insure slabilty during construction Is the responsibility of the erector. Additional permanent tracing of Ilse overall structure is the sespunsibilly of the building designer. For general guidance regarding PLOVER ra .wrow, fabrication, yuolly conlroL storage, delvery. erection and bracing. consult ANSVTPII Quality Criteria, DSB -89 and BCSII Bulldog Component 7777 Greenback Lane. Suite 109 Safety Information available hum Truss Plate Institute, 583 D'Onohio Drive, Madison N4 33719. Citrus Heights. CA 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street -Bldg 1 -11 R22939917 608266 JM7 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:52 2006 Page 1 -1-0-0 6-0-0 1D-0 -0 13 -11 -11 1- 0-0 6-0-0 40-0 3 -11 -11 5 lit Scale = 1:38.4 frAt 4 6.00 12 1 -5 3 rb 2 .t 2x4 = 6 l 6-0-0 6-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -6 >398 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) - Weight: 31 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib/size) 5= 127/Mechanical, 2= 322/0 -5-8, 6 =57 /Mechanical, 3= 297/0 -5-8, 4=255/0-5-8 Max Horz2= 339(load case 3) Max Uplift5=- 96(load case 3), 2=- 7(load case 3), 3=- 232(load case 3), 4=- 193(load case 3) Max Grav5= 127(load case 1), 2= 322(load case 1), 6= 114(load case 2), 3= 297(load case 1), 4= 255(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 287/62, 3-4 =- 158/46, 4- 5= -56/45 BOT CHORD 2 -6 =0/0 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. D PR ()P LOAD CASE(S) Standard `-3 NG1 1 /66PE • Ae 'GONG • EXPIRATION DATE: 06 -30 -08 September 28,2006 0 A WARNING • Verify design paramate-. and READ NOTES ON THIS AND INCLUDED s0TEK REFERENCE PA a£ MD -7473 BEFORE USE. Mit Design void for use only with MTok connectors. This design b based only upon paramelen shown. and Is for an Individual building component. Applicabily of design paiamonters and properincorporalon of component is responsibllty 01 building designer- not truss designer. Bracing shown MiTek Is for tafa,oI support ot Isdividuai web membois only. Additional temporary tracing to hsure stabiity during construction Is the responsibility of the erecloi. Additional permanent bracing of Itas ovenoll shucture Is the responstbily of ttse building designer. For general guidance regarding fabrication, quaity control storage. delve,y. erection and bracing, consult ANSI/TPII Qualy Criteria, DSB-89 and 8CSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Intommfion avalksble from Truss Pkhto Instilute, 583 D'Ono too Drive. Madison, 'Ai 53719. Citrus Heights, CA 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street —Bldg 1 -11 608266 JMB ROOF TRUSS 2 1 R2293991 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:53 2006 Page 1 1 - 1 - 0 - 0 1 6-0-0 ( 10.0.0 ■( 14 • 5 j iS11 -11 1 -0-0 6-0-0 4-0-0 4-0-0 1 -11 -11 6 Id Scele= 1:42.9 6.00 12 4 1 -6 ►'� dr 3 Fiell 2 1M 2x4 = 7 I 60.0 I 6-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -7 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -7 >398 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 6 ria n/a BCLL D.0 Code IBC2003/TPI2002 (Matrix) Weight: 34 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6 =63 /Mechanical, 2=322/0-5-8, 7 =57 /Mechanical, 3= 297/0 -5-8, 4= 256/0 -5-8, 5=191/0-5-8 Max Horz2= 385(load case 3) Max Uplift6= -48(load case 3), 3=- 233(load case 3), 4=- 194(load case 3), 5=- 145(load case 3) Max Grav6= 63(Ioad case 1), 2= 322(Ioad case 1), 7= 114(load case 2), 3= 297(load case 1), 4= 256(load case 1), 5= 191(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 339/62, 3 -4 =- 209/46, 4 -5 =- 107/46, 5-6= -28/23 BOT CHORD 2 -7 =0/0 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C EMerior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.' 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSITTPI 1. ��E9 PR OFF LOADCASE(S) Standard \0.j° �r1G1 F9 s / 0 2 � � 15 65PE � r FD t EXPIRATION DATE: 06-30-08 . September 28,2006 I I A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI -7473 BEFORE USE Mil Design void for use only with Ivirek connectors. This design Is based only upon poramelen shovel, and is for an Individual building component. Appficabiliy of design paiamenlors and proper incorpora of component b responslbllty 01 buildklg designer - not truss designer. Bracing shown MiTe k Is for laleral support of individual web mambas only. Additional temporary bracing to 'insure stability during construction Is the responsibility of the elector. Additional permanent bracing of the overall struclure is Ite resporuibilyol the buiklsig designer. For ger terul guidance regarding - lubrication, qualty control. storage. deivery. erection and brorng. consult ANSI/Mg Quafly Criteria, D113-89 and 8C5I1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Informaton available from Truss Plate Institute, 583 [POnohio Drive, Madison, Wn 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R22939919, 608266 JM9 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:54 2006 Page 1 1 -1-0-0 1 6-0-0 10-0 -0 14-0 -0 17 -11 -11 1- 0- 0 6-0-0 4-0-0 4-0-0 3 -11 -11 7 6.00 12 Id Scale: 1/4'..1' 'd 4-7 • 6 • 3x4 Ent 5 4 3 1-4 g 2 d' 2x4 = B I 6-0-0 6-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2 -8 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2 -8 >410 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 7 Na Na .BCLL 0.0,.. Code IBC2003/TPI2002 (Matrix) Weight: 37 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 7= i27/Mechanical, 2=322/0-5-8, 8 =57 /Mechanical, 3= 297/0 -5-8, 5= 256/0- 5 -8, 6= 255/0 -5-8 • Max Horz2= 430(load case 3) Max Uplift7=- 96(load case 3), 3 =- 235(load case 3), 5=- 194(load case 3), 6=- 193(load case 3) Max Grav7= 127(load case 1), 2=322(load case 1), 8= 114(load case 2), 3= 297(load case 1), 5= 256(load case 1), 6= 255(load case 1) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 390/62, 3-4 =- 259/0, 4-5=- 248/46, 5 -6 =- 158/46, 6- 7= -56/45 • BOT CHORD 2 -8 =0/D NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL =4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��(lE° PR OFe, LOAD CASE(S) Standard cD NGI N . 4, /go:. _cc/ 15 '6PE yr 4 . I 1. FOONG • EXPIRATION DATE: 06 -30 -08 1 September 28,2006 A WARNING • Verify design parameters and READ NOTES ON TEBS AND INCLUDED MITER REFERENCE PAGE 201.7473 BEFORE USE. Design veld for use only with Mtok connec lois. This design is bawd only upon oar ameten showw% and Is for an Individual building component. Applicability of design paiamenlors and proper Incorporation of component Is sesponslbllly of building crosigner- not truss designer. Bracing shown MiTek. _ Is for totem , support o1 individual web members only. Additional temporcay terming to insure stability during construction Is Om roiponsibility of the nailer. Addilonal permanent bracing of the ovation shucfure is the responsibility oI the building designer. For general guidance regarding fabrication, gamy conlroL storage. deivery, erection and bracing. consult ANSI/TPIS Qualify Criteria. DSB -89 and BCSII Bulldng Component 7777 Greenback Lane. Stile 109 Safely Information avallabb from Truss Pksla Institute, 563 D'Onolsfo Drive. Mndiwn. W 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266- -Oak Street--Bldg 1.11 R2293992 608266 K1 ROOF TRUSS 1 2 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:55 2006 Page 1 35-5-0 2 -11 -12 5312 510{ 1 3 8-6-0 11 -1 -12 I I I I I I I I l 16-1 -9 21 -1 -7 26-1 -4 29-1 -4 32-10-13 33-5 38 -10-8 39-1 e= 1:68.6 2 -11 -12 2-4-0 0-67 2 -7 -13 2 -7 -12 4 -11 -13 4-11-13 4-11-13 30-0 3-9-9 0.67 3.58 r 1 1 -11 -12 8x8 \\ 5x10 MT2OH Z. 6.00 12 2x4 II 4x4 = 4x8 = 4x8 = 2x4 II 4x8 = 4x4 = 3x4 .:-:. 3 s 4 3-0 5 6 7 25 8 611 9 10 11 Ka ' 3x4 ■ ♦ * ma c .Y i r - r 12 a -3 ,,.. �I 740 8•'9 9 4 \ 1q e 1 � / 1 ' ���8- •79 w '' •� �_`" ■i _ 13 14 ro g A: �. ■ - apt` 1 11 8 2 4 23 22 17 16 15 4x10 % 8x72 MT2OH= 21 20 26 19 18 10x10 MT2OH = 4x10 = 8x10 MT2OH = 8x10 MT2OH = 8x10 MT2OH — 2x4 II 4x8 —_ 8x10 MT2OH = 6x8 = 3.00 1 4x4 = 1 2 -11 -12 1 5 -3-12 l 8-6-0 l 11 -1 -12 1 16-1 -9 1 21 -1 -7 1 26-1 -4 1 29 -1-4 1 33-5.4 1 35-5-0 1 38-10-8 l 2 -11 -12 2-4-0 3-2-4 2 -7 -12 4 - 11 - 13 4 -11 -13 4 -11 -13 3-0-0 4-4-0 1 -11 -12 3-5-8 Plate Offsets (X,Y): [11:0 -4- 12,0 -2 -8], [15:0 -4- 12,0 -5 -41 [24:0 -4- 12,0 -5 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udef L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.77 19 -20 >601 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -1.56 19 -20 >295 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.48 13 r1/a Na BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 409 Ib BCDL 10.0 LUMBER BRACING . • TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 2 -9 -12 oc purlins. 3-6 2 X 6 DF No.2, 6 -11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except' 3- 222X4HFStd REACTIONS (lb/size) 1= 3056/0 -4 -0, 13= 3134/0 -5 -8 Max Horz1=- 27(load case 5) Max Uplift1=- 671(load case 5), 13=- 728(load case 5) Max Grav1= 3668(load case 2), 13= 3787(load case 3) FORCES (lb) - Maximum Corr>pression/Maximum Tension TOP CHORD 1-2=-10986/2051, 2 -3=- 10236/2005, 3-4=-12292/2398, 4- 5=- 12292/2398, 5-6=- 11759/2301, 6-7=-11759/2301, 7-25=-13824/2682, 8-25=-13824/2682, 8 - 138242682, 9 -10=- 140642721, 10 -11 =- 10008/1962, 11 -12 =- 109392118, 12-13=-11419/2106, 13-14 =0/52 ' BOT CHORD 1- 24=- 17685729, 23 -24 =- 1715/9415, 22- 23=- 1746/9368, 21- 22=- 2225/11976, 20- 21=- 2531/13608, 20 -26 =- 2531/13607, 19-26=-2531/13607, 18-19=-2359/12691, 17-18=-2396/12889, 16-17=-2593/13968, 15-16=-1770/9834, 13-15=-1822/10155 WEBS 2 -24 =- 152/1195, 2-23=-40/294, 3 -23=- 125/1161, 3 -22 =- 637/3627, 4 -22= 0/124, 5 -22 =- 134/705, 5-21 =- 1300/346, 7 -21 =- 2207/390, 7 -2 0259, 7 -1 40/335, 8-19=-698/257, 9 -19 =- 234/1407, 9 -18 =- 2443/553, 9-17 =- 311/1705, 10- 17=- 218/1726, 10- 16=- 4475812, 11 -16=- 4412992, 12- 16=- 115/650, 12 -15 =- 129/1094 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: x\ • /AG P N 0 u/ Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc, 2 X 6 - 2 rows at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. .4 -y Webs connected as follows: 2 X 3 - 1 row at 0 -9-0 oc, 2 X 4 -1 row at 0 -9-0 oc. 15 7 fl • P E f 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. . 3) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right - exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. r 4) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 I . 5) Unbalanced snow loads have been considered for this design. � `� -:�— 6) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non- concurrent with other hie loads. •� _, J ' 7) Provide adequate drainage to prevent water ponding. DO N G 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C6ntinued on page 2 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 Al WARNING • Verify design parameters and READ NOTES ON MIS AND INCLUDED E TER' REFERENCE PAGE MD -7473 BEFORE USE NH Design veld for use only with MTnk connectors This design Is based only upon parameter shown. and Is for an Individual buitlung component. p, Applicability of design paramenlors and proper Incorporolon of component Is rosponsibiity of building designer - nol truss designer. Bracing shown M iTek• Is for lateral support of individual web mrlmbors only. Additional temporary tracing to insure stablity awing coruhuc lion is the responsibility of the erector. Additional permanent bracing of the overall structure is Ilse responsibll y of Ilse bulkiing designer. for general guklonce regarding • •ONTO TO Pee,9e,,,• lubrication, quufy control storage. delvery. erection and bracing. consul! ANSI/TPI1 Dually Criteria, 058.89 and BCSI1 Bulidng Component 7777 Greenback Lane. Suite 109 Safety Irsforma8on available Isom Truss Plato Institute, 583 O'Oncrero Drive, Madison IM 53719. Citrus Heights. CP, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939920 608266 K1 ROOF TRUSS 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:55 2006 Page 2 NOTES 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing atjoint(s) 1, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14),Girder carries hip end with 6-0 -0 end setback. 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2681b down and 1431b up at 33 -4 -0, and 268lb down and 1431b up at • 5 -5-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (Of) Vert: 1- 3 = -64, 3 -11= -123, 11- 14 = -64, 1- 24=- 38(F = -1B), 22- 24=- 38(F = -18), 21- 22=- 38(F = -18), 18- 21=- 38(F = -18), 17- 18=- 38(F = -18), 15- 17=- 38(F = -18), 13- 15=- 38(F = -18) Concentrated Loads (lb) Vert: 3=-268 11= -268 • • • • • • • • Ak WARNING-. Verify design parameters and READ NOTES ON 77US AND INCLUDED MITER REFERENCE PAGE MD.7473 BEFORE USE. Design veld for use only with MTek connoc rocs. Tits design Is based only upon parameter shown. and Is for an Individual building component. Applicability of closign pan and properincorporafion of component Is responsibility o1 building designer- not truss designer. Bracing shown M6Tek• Is for lateral support of individual web member s only. Additional tomporary bracing to Insure stability during construction Is tho responsibility or Inc erector. Addil:ortal permanent bracing of the overall structure Is the responsibiltyol the building designer. For general guklance regarding Iabricalksn. gualty control storage. deivery. erection and bracing, consult ANSI/TPII Quality Crtoda, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Ono trio Drive, Madison. w153719. Citrus Heights. CA 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939921 608266 K2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:57 2006 Page 1 31-5-12 1 3-4-0 1 7 -2 -11 7 -.10 11 -1 -12 I 18-7 -8 I 26-1 -4 1 29-1-4 30- 10-13 I 35-5-0 38-10-8 39. 3-4-0 3-10-11 0-7 -8 3-3-9 7 -5-12 7 -5-12 3-0-0 1 -9-9 3-11-4 3.5.8 1 e = 1.68.4 • 0-6-15 6x10 • 5x10 MT20H- 6.00 ri 2 4x8 = 4x8 = 4x4 = 4x8 = 4x4 = • 9 t. J 1.5x4 II 3 43-5 5 6 5-9 7 8 9 �� 4x8 q '.1 s n'I, 4 2s e- \Nil, 10-14 4 -.• �11b 1�� ��.. r u. — y 1t 12 ftzt 21 20 15 14 13 e' d 4x10 % 8x12 MT2OH= 8x8 = 19 18 17 16 4x8 = 8x16 MT2OH = 5x16 6x6 = 4x4= 4x4= 8x10 MT2OH = 3.00 '2 6x12 MT2OH = 1 3-4-0 8-1 -12 1 11 -1 -12 1 14-11-6 1 18.78 I 22 -310 26-14 , 29-1.4 1 31 -5-12 I 35-5-0 1 38-108 3-4-0 4-9-12 3-0-0 3-9-10 3-8-2 38-2 3-9-10 3-0-0 2-4-8 3-11 -4 3-5-8 Plate Offsets (X,Y): [3:0- 4- 4,0- 1 -12], [9:0 -4- 12,0 -2 -8], [11:0- 2- 7,Edge], [13:0- 9- 0,Edae], [15:0- 6- 0,0 -4 -01 [19:0- 3 -0,0 -4-4], [21:0- 6- 0,0 -5.0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.70 17 -18 >655 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.93 Vert(TL) -1.36 17 -18 >339 180 MT2OH 139/108 TCDL 7.0 Rep Stress !nor NO WB 0.97 Horz(TL) 0.54 11 rila nla BCLL 0.0 Code IBC2003/TP12002 (Matrix) g BCDL 10.0 Wei ht:2081b LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -5-5 oc purtins. 3 -5 2 X 6 DF No.2, 5 -9 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except' 2-21 2 X 4 HF Std, 3-20 2 X 4 DF No.2-G, 9-14 2 X 4 HF Std 10-13 2 X 6 DF No.2 REACTIONS (lb/size) 1= 1768/0 -4 -0, 11= 1837/0 -5 -8 Max Horz1=- 27(Ioad case 5) Max Uplift1=- 300(load case 5), 11=- 356(Ioad case 5) Max Grav1= 1894(Ioad case 3), 11= 2607(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 5846/822, 2 -3=- 5633/890, 3-4 =- 4766/689, 4-5=- 6241/816, 5 -6=- 6241/816, 6 -7 =- 6684/838, 7 -8 =- 6237/761, 8 -9 =- 5432/672, 9- 10=- 6110/719, 10- 11=- 7772/848, 11 -12 =0/52 BOT CHORD 1- 21=- 672/5203, 20- 21=- 495/4362, 19- 20=- 613/5387, 18 -1 5945237, 17- 18=- 771/6851, 16-17=-64-4/6183, 15- 16=- 658/6303, 14- 15=- 606/6197, 13 -14 =- 669/6518, 11- 13=- 696/6906 WEBS 2 -21 =- 95/331, 3 -21 =- 217/1232, 3 -2 2122154, 4 -20 614/86, 4 -19=- 1375/189, 4 -18 =- 101/1393, 6 -18= -850/146, 6 -17 =- 253/115, 7 -17 =- 62/696, 7 -16 =- 1318/169, 7 -15 =- 8/125, 8-15 =- 114/1067, 8 -14 =- 1219/134, 9-14=-177/1899, 10 -14 =- 1027/143, 10- 13=- 58/1154 1) W PR : ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right g ' -\'''' O A F ` s exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. ,_ 9 2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 r L -y 3) Unbalanced snow Toads have been considered for this design. _ 1 6 P E 4) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 5) Provide adequate drainage to prevent water ponding. _ 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. -. • al 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. k / 9) A plate rating reduction of 20% has been applied for the green lumber members. �' 10) Bearing at joint(s) 1, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 114 J • capacity of bearing surface. D G 11 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 I 1 WARNDPQ • Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE MD •7473 BEFORE USE tial Design veld for use onty wills MTek tonne tors. This design Is bosocl any upon pararnelcn showl and is for an Individual building component. Applicability of design paramenfers and properlrcorporaton of component is respon4bllty of building designer - not truss designer. Bracing shown MiTek Is for Intcacil supped of individual wob mambos only. Adctihonal temporary tracing lo insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibibtyol line building designer. For general guidance regarding fabrication, quality conlrol storage. delvery. erection and bracing consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Bulking Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. N4 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608266 --Oak Street - -Bldg 1 -11 R22939921 608266 K2 ROOF TRUSS 1 1 Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:57:57 2006 Page 2 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • Vert: 1-3=-64, 3- 9 = -64, 9- 12 =-64, 1- 21 = -20, 20- 21 = -20, 19- 20 = -20, 18- 19 = -20, 17- 18=- 60(F = -40), 16- 17 = -20, 15- 16 = -20, 13- 15 = -20, 11- 13 = -20 • • • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE 11D -7479 8E7'ORE USE. Design veld for use only with Mick connectors This design Is based only upon pararrolen shown, and is for an Individual buikling component. Applicability of design paiamonters and properIncorpornbo of component Is responsibily of building designer- not truss designer. Bracing shown IViiTek� n Is for lateral support of individual web members only. Additional temporary baring to ensure stability during construction Is the responsibility of the erector. Additional permanent tracing of the overall shucture is the responslbily of the buikleng designer. For general guidance regarding fabrication. cruelty control storage, delvery, erection and bracing. consull ANSI/7P11 Qualify Criteria, 05489 and BCSII Bulldng Component 7777 Greenback Lane. Stile 109 Safety Intormaton available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Chris Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R22939922 608266 K3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:58 2006 Page 1 11 -1 -12 3-4-0 I 9-2 -11 310 I 18-7.8 I 26-1 -4 1 28 13 29 35-5-0 1 38 -10-8 3310. 3-4-0 5-10-11 0.7-8 7 -5-12 7-5-12 2 -9-9 0.7-8 5-10-11 3.5.8 1_t c 1:68.7 1 -3-9 8x8 = ' 6 %10 MT2OH 4x4 = 4x4 = 4x8 = 6.00 12 3 4 5 3-7 6 7 3x5 1.3 Aliar\m04.: 7.1 41x5 \ c v .a. 1 j2 8 1 l� c4, � �\ 10 r'Idr d i f I6 d 18 17 12 11 4x10 = 8x10 MT2OH= 16 15 14 13 8 = 8x12 MT2OH= 4x12 8x10 MT2OH = 6x6 = 4x4 = 4x4 = 6x6 = 3.00 Fli 1 3-4-0 [ 8-1 -12 1 11 -1 -12 1 14-11 -6 i 18-7 -8 I 22 -3-10 26-1-4 I 29-1 -4 { 35-5-0 1 38 -10-8 3-4-0 4-9-12 3-0-0 3-9-10 3-8-2 3-8-2 3-9-10 3-0-0 6-3-12 3-5-8 Plate Offsets (X,Y): [3:0- 4-10,0 -2 -4 [7:0 -1- 120- 1 -12], [9:0- 1- 5,0 -0 -9], [11:0- 6- 4,Edge], [12:0- 8 -0,0 -5-41 [13:0- 3- 0,0 -3-8], [16:0- 3- 0,0 -3 -8]. [18:0 -4- 12,0 -4 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loo) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.56 1415 >622 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 • BC 0.99 Vert(TL) -1.11 14-15 >415 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.51 9 rVa n/a BCLL 0. 0 Code IBC2003/TP12002 (Matrix) Weight: 207 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -11 -14 oc purlins. 3 -7 2 X 6 DF No.2, 7 -10 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 4 -16, 8 -12, 2 -17 16-17 2 X 6 DF No.2, 12-13 2 X6DFNo.2 WEBS 2 X 3 SPF Stud *Except* 7 -12 2 X 4 HF Std REACTIONS (Ib/size) 1= 1768/0 -4 -0, 9= 1837/0 -5-8 Max Horz1=- 27(load case 5) Max Upliftl=- 305(load case 5), 9=- 361(load case 5) Max Grav1= 1781(load case 3), 9= 2567(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 5756/921, 2 -3 =- 4445/676, 3-4 =- 3891/620, 4-5=- 4702/677, 5-6 =- 5115/694, 6 -7 =- 4781/642, 7 -8 =- 5323/661, 8- 9=- 7715879, 9 -10 =0/52 BOT CHORD 1- 18=- 770/5149, 17 -18 =- 747/4940, 16- 17=- 420/3619, 15- 16= -435/3883, 14-15 =- 578/5233, 13 -14 =- 469/4690, 12 -13 =- 482/4821, 11-12=-711/6610, 9 -11 =- 729/6884 WEBS 2 -18 =- 73/957,3 -17 =- 165/1425,3 -16=- 87/1114,4-16 =- 1927215,4-15 =- 92/1301,5 -15=- 846/135,5 -14 =- 240/108, 6 -14 =- 66/681,6 -13=- 1182/142,6 -12 =- 6/182,6 -12=- 1890259,8 -11 =- 55/1279,2 -17 =- 1511/294,7 -12 =- 139/1646 NOTES 1) Wind: ASCE 7-02; 90mph; I> =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right ��Et) PR OP f s exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. LDi NG]N ,- 6- dj 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. c. t. 9 3) Unbalanced snow loads have been considered for this design. <Lr -y 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads: 15 • PE r 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . _ 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Alf 9) A plate rating reduction of 20% has been applied for the green lumber members. 1�" .' 10) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,_ of bearing surface. r _,J - 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. DON.G 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 I _ 1 Aa WARNING • Verify design parameters and READ NOTES ON TRIS AND INCLUDED MYTEK REFERENCE PAGE MD -7479 BEFORE USE. Design void for use only with MTok connectors. 1118 design Is basocl only upon lorarfx:ters shown, and is for an individual building component. Applicability of design paramenton and proper lncorporalion of compononl 5 rosponsibiiy of building designer - nol truss designer. Bracing shown MiTek Is for lateral support of individual web member s only. Additional temporary Amino to unsure stability during construction Is the responsibility or the erector. Additional permanent buacirlg of the overall structure h Me responsfbllyol the bulkir ng designer. For general guidance regarding fabrication, qualty control storage. delivery, erection and bracing, carlsutl ANSI/1911 Quality Criteria, DS8-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safely Informa9on available from Truss Plate Institute. 583 [)'Ore trio Drive, Madison W 53719. Citrus Heights. CA, 95610 • • Job Truss Truss Type Qty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293992I 608266 K3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:58 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-3=-64, 3- 7 = -64, 7- 10 =-64, 1- 18 = -20, 17- 18 = -20, 16- 17 = -20, 15- 16 = -20, 14- 15=- 60(F = -40), 13- 14 = -20, 12- 13 = -20, 11- 12 = -20, 9- 11 = -20 • • • • • • r 1 A WARNING • Verify design parameters and READ NOTES ON TILTS AND INCLUDED AUTER REFERENCE PAGE MII. 8PI ORR USE. Design veld for use only with MTOk connoctois. This design Is basocl only upon paramotea show, and is for an individual building component. Applcablbty of design paiamenlors and proper Incorporesfion of component Is rosponslblity of building designer- not Iran designer. Brodng shown A i Tek Is for ratenal support o1 individual web members only. Additional temporary acing to unsure stability during construction Is rho responsibility of the 'v' erector. Additional peanonent bracing oI the overall structure is the responsibillyo t the building designer. For general guidance regarding fabrication, cruelty cornlrol slorage. defvery. erection and bracing. consul ANSI/TP11 Qualy CrBaria, DSB•89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Wormanon available from Truss Pinta Institute, 583 D'Onohlo Drive, Madison. NA 53719. Carus Heights. CA. 95610 • s Job Truss Truss Type Qty Ply 608266 - -Oak Street -Bldg 1 -11 R22939921 608266 K4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:59 2006 Page 1 11 -10-3 27 -54 2 - 108 874 11 - 2 - 11 18.7 - 15 261 2610 13!8 - 7 - 12 35 38148 38 I I I - I le = 1:68.7 2 -10-8 5-8-12 2 -7 -7 0-7-8 6-9-12 7 -5-5 0-9-9 1 -2-8 7 -2 -12 3_0-0 1 0-6-7 5x10 = 4x4 = 4x4= 8x8= 4 5 47 6 7 1.5x4 I I 6.00 'f 4x8 % / y 8 3� / 1-0 4.17 • 16 5 6 4 7.11 3x6 1.,... ° 17 (S 3x5 --:.• NI 2 9 1I • i 1 , d F' ' 19 18 13 1 2 • =mil 4x12 % 8x12 = 17 16 15 14 10x12 = 8x10 MT2OH = 8x12 MT2OH = 6x6 = 4x4 = 4x4 = 6x6 = 4x10 3.00 12 28 -7 -12 2 -10-8 I 8-7-4 1 11 -1 -12 I 14 -11 -13 I 18.7 -15 I 22-4-1 261-4 27 -54i 1 35.10.8 I 38-10.8 2 -10-8 5-8-12 2 -6-8 3-10-1 3-8-2 3-8-2 3-9-3 1 -4-0 1 -2-8 7 -2 -12 3-0-0 Plate Offsets (X,Y): [1:0- 1- 0,0 -0-12], [4:0- 5- 0,0 -1 -7], [7:0- 4- 10,0 -2 -4], [12:0 -4- 12,0 -5 -0], [13:0.8- 4,0 -4-4], [14:0- 3- 0,0 -3- 8][17:0 -3- 12,0 -4 -0], [18:0- 8- 8,0 -5 -0], [19:0- 6 -0,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.47 15 -16 >978 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.91 Vert(TL) - 0.84 15-16 >547 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.40 10 n/a rVa BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 219 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except* TOP CHORD Structural wood sheathing directly applied. 4-7 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 2 -18, 3-17, 6 -14, 9 -13 17- 182X6DF No.2, 14-17 2 X 6 DF No.2, 13-14 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* 3-18 2 X 4 HF Std, 9-13 2 X 4 HF Std, 7-13 2 X4 HFStd REACTIONS (lb/size) 1= 1768/0 -4-0, 10= 1837/0 -5-8 Max Horz 1=- 28(load case 5) Max Uplift1=- 310(load case 5), 10=- 366(load case 5) Max Grav1= 2413(load case 2), 10 1935(load case 3) FORCES (lb) • Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 7253/891, 2 -3=- 5083/664, 3.4 =- 3969/591, 4-5 =- 3996/597, 5 -6 =- 3855/608, 6 -7 =- 3273/589, 7 -8=- 3754/729, 8 -9 =- 3829/628, 9- 10=- 5536/883, 10 -11 =0/52 BOT CHORD 1- 19=- 741/6431, 18- 19=- 723/6192, 17- 18=- 480/4696, 16- 17=- 332/3550, 15 -16 =- 448/4212, 14 -15=- 355/3267, 13-14=-330/3190, 12-13=-731/4757, 10-12=-740/4938 WEBS 2 -19=- 56/1096, 2-18=-1740/268, 3-18 =- 138/1717, 3 -17 =- 1817/242, 4-17 =- 65/383, 4 -16 =- 87/826, 5 -16 =- 392/126, 5 -15 =- 647/107, 6-15 =- 62/1071, 6-14=-1691/271, 8 -13=- 613212, 9-13 =- 1856/322, 9 -12 =- 28/898, 7 -13 =- 315/1826, 7-14=-175/897 • NOTES B RED PR op 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= S.Opsf; Category I I; Exp B; enclosed; C -C Exterior(2); cantilever left and right cp NG I N . On exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. c 9 2 Q. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. � -9 3) Unbalanced snow loads have been considered for this design. ZrJ7 • PE f 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. . A' e 1c' 7) All plates are MT20 plates unless otherwise indicated. i 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. .� I � 9) Bearing atjoint(s) 1, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capac 9� AY 25' J of bearing surface. • 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. F O N G ' 11) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 I Al WARNING • Verify design parameters and READ NOTES ON TRW AND INCLUDED MSTEK REFERENCE PAGE ML _ •7473 BEFORE USE. • Design vald for use only with MTok connectors. This design Is basest only upon pararrotan shown. and is for an Individual bultl component. Appscablly of design paramanitors and properIncorporcrlon of component Is responslbllty of building ctosigner- not truss designer. Bracing shown MiTek Is for lateral supped of individual web numbers only. Additional temporary ?acing to insure stabily during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibily oI true building designer. for general guidance regarding Pa.cn m .ce.a....- fabrication. cruelty control storage, delvery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB -89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Solely Information available hom Truss Plate Institute, 583 D'Ono hie Drive, Madison, 94 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939923 608266 K4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:57:59 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -64, 4- 7 = -64, 7- 11 = -64, 1- 19 = -20, 18- 19 = -20, 17- 18 = -20, 16- 17 = -20, 15- 16=- 60(F = -40), 14- 15 = -20, 13- 14 = -20, 12- 13 = -20, 10- 12 = -20 • • • • • • • • • • p WARNING • Verify design parameters and READ NOTES ON THUS AND DVCLUDED MITER' REFERENCE PAGE ML -7473 BETORE USE- Bill Design void for use only v+sth MTok connec lois. This design Is based only upon pa. amolen shown. and is for an Individual building component. ■1'��Y • Applicability of closign paiamonters and proper Incorporation of component Is responslbllly of bulding designer- not truss designer. Bicndng shown M i Te k� Is for totem! supporl of individual web nnmbm s only. Additional temp: nay bacing to insure stoblty during coming: tlon Is the responsibility of Ihe elector. Additional permanent bracing of Ihe overall structure is live responsiblltyol hie building designer. For general guidance regarding . lubrication, cruelty control storage, delvery, erection and bracing. coruull ANSI/TPII Duality Criteria, DSB -89 and SCSI Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Pie le Inslifulo, 383 D'Ona hio Drive. Madison. NA 53719. Citrus Heights. CA 95610 ii Job Truss Truss Type Oty Ply 608268- -Oak Street - -Bldg 1 -11 R22939924 608266 K5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:01 2006 Page 1 13-5-12 26 -7 -12 39 -10-8 1 58-14 1 10.7 -4 11 13 194 -8 1 2410-13 25-6 , 32 -3-2 37 -10.8 36-10 -19 5 -8.14 4 -10-6 0-6-8 2 -4-0 0-4 -7 5-6-5 5-6-5 0-7 -8 5-7-66 5-7 -6 1�0 Sole= 1:68.3 5x12 = 1 -1 -7 1-0-0 44g= 5x12 = 4 5 6 ' 3x4 6.00 12 .•_ - 3 �z8 6x10 f4 ``` ����` e y �5x4 = d :4 ' 7 -1 8 l ■ , �- sqe r 10 n ''- 10x10 MT2OH = d 10x12 MT2OH = d 5x16 % 14 13 1 2 2x4 11 5x16 = 2x4 II 300 12 8x70 MT2OH = 8x10 = 2x4 II 2x4 11 6x8 = 13-5-12 0 10-7-4 17 -.12 1 19-4 -8 1 26-1 -4 26.712 32-3-2 1 37-10-8 38-10-8 0- 10-8 9 -8-12 0-6-8 2-4-0 5-10-12 6-8-12 0-6-8 5-7-6 5-7 -6 1-0-0 Plate Offsets (X,Y): [1:0- 0- 15,0 -1 -3], [4:0 -6- 10,0 -1 -4], [6:0- 6- 10,0 -1 -4], [7:0- 2- 0,0 -2 -0], [9:0- 2- 7,Edge], [15:0- 5 -0,0 -6-0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.73 12 -13 >636 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -1.67 12-13 >276 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.96 Horz(TL) .0.69 9 nla n/a BCLL 0.0 Code IBC2003/fP12002 (Matrix) Weight: 233 Ib BCDL 10.0 • LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* ' TOP CHORD Structural wood sheathing directly applied. 4-6 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 9.11 -5 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 5 -13, 5-12, 2 -14, 7 -12 1 -14 2 X 4 DF No.2 -G, 9 -16 2 X 4 DF No.2 -G WEBS 2 X 3 SPF Stud 'Except* 5- 132X4HF Std, 5- 122X4HF Std, 2- 152X4DFNo.2 -G 2-14 2 X 4 HF Std, 7-11 2 X 4 DF No.2-G REACTIONS (lb/size) 1= 1862/0 -4 -0, 9= 195410 -5-8 Max Horz1=- 28(load case 5) Max Uplift1=- 333(load case 5), 9=- 393(load case 5) Max Grav1= 2403(load case 2), 9= 2544(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 8236/1086, 2 -3 =- 4050/622, 3 -4 =- 3781/614, 4 -5 =- 3414/573, 5-6 =- 3272/558, 6 -7 =- 3965/622, 7 -8 =- 7963/1043, 8- 9=- 8346/1137, 9 -10 =0/52 BOT CHORD 1- 15=- 907!7390, 14- 15=- 902/7374, 13- 14=- 371/3519, 12- 13=- 383/3492, 11 -12 =- 529/4676, 9- 11=- 963/7499 WEBS 3 -14 =- 152/107, 3- 13=- 239/330,4 -13=- 152/1099,5 -13=- 632/99,5 -12 =- 889/120,2 -15 =- 34913439,2 -14 =- 4146/571, 6 -12=- 176/1369,7 -12 =- 1859/309,7 -11 =- 413/3751,8 -11 =- 233/165 • NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right �( PR OF FS ' exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. �\� L N 9 r$' jO2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. y 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 1 rJ7 • P E 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. _ 7) All plates are MT20 plates unless otherwise indicated. IOW 8 OIN ) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) A plate rating reduction of 20% has been applied for the green lumber members. s4�l '',,c). 10) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci �- i of bearing surface. R � ��RY2 5 ' 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. F Q O N G ,, 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 _ 1 A WARNING • Verify design parameters and RECD NOTES ON THIS AND INCLUDED MITER RE'ERENCE PAGE 207-7479 aFJ•ORE USE. POI Design void lot use only w11h MTek connectors. This design Is based only upon patamotors shows, and is for an individual building component. Applicability of design parcrmonlors and proper Incorporcrbon of component Is rosponsibiity of building designer• not truss designer. Bracing shown 11iTek Is lot totorol support 01 individual web momtxxs ony. Additional tompcnary bracing to unsure stability during construe firm is the responsibility of the elector. Additional permanent bracing of the overall structure Is the responsibilty 01 use building designer. For general guidance regarding lubrication, quaity control storage. delvery. erection and bracing. consul ANSI/TPI1 Qualify Criteria, DS8.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrtrs Institute, 583 D'Onohio Drive, Madison IM 53719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939924 608266 K5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 2810:58:01 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -64, 4.6 = -64, 6- 9 =-64, 9- 10 = -64, 1- 15 = -20, 14- 15 = -20, 13- 14 = -20, 12- 13=- 60(F = -40), 11- 12 = -20, 9- 11 = -20 • • • • • • • t t A WARNING Verify design parameters and READ NOTES ON THIS AND LNCLUDED MITER REFERENCE PAGE MD - 7473 BEFORE USE. Ng" . Design void for use only with •Tek connectors. ills design Is hosed only upon porameten shown, and Is for an Individual building component. Appficabiaty of design parcrmenlon and proper incorporation of component Ls rosponsibtlty of building designer- not truss designer. Bracing shown M iTe k" is for lateral support of individual web nr)mbers only. Additional temporary dacang to insure slab40ty during construction Is the responsibility of the ' erector. Additional permanent bracing of the overall shucture is the responslbil ly of the building designer. For general guidance regarding PCOTO TO OCT MOM, fabrication. ovally conlroL storage, deivery. erection and bracing, consun ANSI/T1.11 Quality Criteria, 056.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Informafion available from Truss Plate Institute, 583 D'Onohio Drive, Madison. N1 33719. Citrus Heights. CA, 95610 • Job Truss Truss Type City Ply 608266 - -Oak Street -Bldg 1 -11 R22939925 608266 , K6 ROOF TRUSS 1 1 Job Reference (optional) BBC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:02 2006 Page 1 I 7-3-13 I 14-5-4 14 19-4-8 23-10-13 24 31 -5-3 I 38 -10-8 _ 39 -10 7 -3-13 7 -1 -7 0-4-15 4-6-5 4 -6-5 0-4-15 7 -1 -7 7-5-5 1-0-0 Scale = 1:67.7 • 5x10 = 1A4 II 5x10 = 3 4 5 ra 6. 00 12 �• 3x4 3x4 21-3 f 12 4'2 5-1 5 r8 / .-,. v 7b 2'5 4 610 1 7 N _ 8 ro r� ice; = — ' - t o • 4x8 = 3x12 = 15 14 13 12 11 10 9 1.5x4 I I 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 1.5x4 I I I 7-3-13 I 145-4 I 19-0.8 I 24-3-12 31 -5-3 3610.8 I 7-3-13 7 -1 -7 4-11-4 4-11-4 7 -1 -7 7 -5-5 Plate Offsets (X,Y): [1:Edge,0 -0-81, [3:0- 5 -0,0 -1-4), [5:0 -5 -0,0 -1-41, [7:1 -0-0,0 -0-141 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl . Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.21 10 -12 >999 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.47 9 -10 >968 180 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.20 7 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matra) Weight: 178 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied or 3 -1 -15 oc purlins. 3-5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 1 Row at midpt 2 -14, 6-10 WEBS 2 X 4 HF Std 'Except' 2 -152 X3SPFStud, 4- 122X3SPF Stud, 6-92X3 SPFStud REACTIONS (lb/size) 1= 1608/1 -10 -8, 7= 1689/0 -5-8 - Max Horz1=- 25(Ioad case 5) Max Uplift1=- 287(load case 5), 7=- 346(load case 5) Max Grav1= 2019(Ioad case 2), 7= 2148(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 3711/539, 2- 3=- 2814/483, 3-4 =- 2408/490, 4-5=- 2408/490, 5-6=- 2837/485, 6- 7=- 3772/540, 7- 8=0/49 BOT CHORD 1 -15 =- 377/3144, 14- 15=- 377/3144, 13- 14=- 209/2385, 12-13=-209/2385, 11 -12 =- 2102403, 10-11=-210/2403, 9- 1 380/3216, 7- 9=- 380/3216 WEBS 2 -15= 0/309, 2 -14 =- 848/191, 3 -14 =- 24/514, 3-12=-19/614, 4-12=-435/70, 5 -12 =- 17/593, 5 -10=- 26/543, 6 -10 =- 907/192, 6 -9 =0/314 NOTES 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. is 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. c \ Is‘ - E� PD �F e `S A O 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ., / 9 5) Provide adequate drainage to prevent water ponding. . y 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 15 • 6PE r 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber members. _ 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - al LOAD CASE(S) Standard �� �L�•tw dikillW . FOONG -4 EXPIRATION DATE: 06 -30 -08 September 28,2006 I WARATNG • Verify design parameters and READ NOTES ON THIS AND INCLUDED 3DTER REFERENCE PAGE M17•7473 _ -7473 BEFORE USE. - Design void far use only with MTek connoclors. Dsts design is based only upon lxsramoters shown, and is lot an hdividual building component. Applicability of design paromenters and proper Incorporation of component 0 responslblity of building clodgnor - not buss designer. Bracing shown i1� iTe k Is tor lateral support of individual web mambos s only. Additional tomlxnary bating to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is Ile responsibiiy of It a buiklang designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, D513-87 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Informafion available from Truss Pkrto Inslilu to, 583 D'Ona hio Drive, M)dison- OM 53719. Carus Heights. CA 95610 . s. Jo3 Truss Truss Type Qty Ply 608266 - -Oak Street —Bldg 1 -11 R2293992 603266 KGE ROOF TRUSS 1 1 Job Reference (optional) B.MC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:03 2006 Page 1 { 7-6-0 1 15-0-0 1 7 -6-0 7 -6-0 4x4 = Scale = 1:28.1 4 ' • 6.001..w 1.5x4 II r' 1.5x4 II 3 1.Sx'�I r ¢ 1 7 5x4 II • r 2 —411111114111 111111 1 i 7 g V Y :ma Y 1 17 d • ••• 3x4 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 3x4 15-0-0 { 15-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) Na - Na 999 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.12 Vert(LL) Na - Na 999 . TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 Na Na BC:LL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 57.Ib BCDL 10.0 LUMBER BRACING TC'P CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 1= 129/15 -0-0, 7= 129/15 -0-0, 10= 175/15 -0 -0, 11= 114/15 -0-0, 12= 300/15 -0-0, 9= 114/15 -0-0, 8= 300/15 -0-0 Max Uplift1=- 17(Ioad case 5), 7=- 17(load case 5), 11=- 32(load case 5), 12=- 95(load case 5), 9=- 32(load case 5), 8=- 95(load case 5) Max Grav1= 176(Ioad case 2), 7= 176(load case 3), 10= 175(load case 1), 11= 171(load case 2), 12= 417(load case 2), 9= 171(load case 3), 8= 417(Ioad case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =- 89/66, 2 -3 =- 77/55, 3-4 =- 60/86, 4 -5= -6086, 5 -6=- 77/55, 6 -7= -89/66 BOT CHORD 1 -12 =0/41, 11 -12 =0/41, 10 -11 =0/41, 9 -1 0/41, 8-9= 0/41, 7-8 =0/41 WEBS 4 -10=- 124/0, 3- 11=- 158/53, 2- 12=- 315/114, 5-9=- 158/53, 6- 8=- 315/114 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. �� PR 8) Gable studs spaced at 2 -0-0 oc. i 9) A plate rating reduction of 20% has been applied for the green lumber members. \CZ) LNG( F9 S/ 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , C? ? LOAD CASE(S) Standard PI' 11 11. pi 15 66PE e 'ur��� FDONG' • EXPIRATION DATE: 06 - 30 - 08 September 28,2006 GEM, MIT e TA A WARNING • Verify design parameters and READ NOTES ON TS AND INCLUDED MUTER REFERENCE PAGE Md -7473 BEFORE USE. Design void for use only with Mick connectors. Thu design Is based any upon paramoton shows. and is for an Individual building component. i�i� , Apptcabibry of design parcrmenlors and proper Incorporcrbon of component is responsiblity of building designer • not truss designer. Brddrtg shown M iTek Is for lateral support of etctividuat web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the ereclor. Additional permanent bracing of the overall structure is the responstbily of One building designer. For general guidance regarding lubrication, quoit) control storage, dolvery, erection and bracing- consult ANSI/TPII Quality Criteria, D5B•89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. NA 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293992 608266 Li ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:06 2006 Page 1 1 1 - 7 1 14-8-4 15-1-3 19-6-0 i 23-10-13 24 31 -5-15 I 39 40-0.9 1 - 7 - 7 -2 -3 0-4-15 4-4-13 4-4-13 0-4 -15 7 -2 -3 7-6-1 1-0-0 • Scale= 1:69.3 • 5x10 = 1.a.4 I 5x10 = 4 . 5 6 . i L 6.00 1 12 4x8 i 3x4 1as 415 •-13 5' AOPIIPIIIIIIIII 679 . 00 / 0"--- 3. 6 3-15 7 0 r' X 1. 2 - - --e X03 Tx'1 �g 6 � 9 iv 5x8 = 3x10 = d 17 16 15 14 13 12 11 10 3x8 ' 1.5x4 II 3x6 = 3x8 = 3x4 = 1.5x4 I I • 3x4 = 3x6 = 1 2 - I 7 - 6 - 1 I 14-8-4 I 19-6 0 I 24-3-12 I 31-5-15 39-0-0 2-0-0 5-6-1 7 -2 -3 4-9-12 4-9-12 7 -2-3 . 7-6-1 Plate Offsets (X,Y): [2:0- 1- 11,Edge], [3:0 -3- 14,0- 1 -12], [4:0- 5 -0,0 -1-4], [6:0- 5- 0,0 -1 -41 [8:0- 10.0,0 -0 -10] LOADING (psf) SPACING 2 -0 -0 CSI • DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.18 11 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -0.43 10 -11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.17 17 n/a nta BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 188 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except' TOP CHORD Structural wood sheathing directly applied or 3 -2 -10 oc purlins. 4-6 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 1 Row at midpt 6 -13, 7 -11, 3 -17 WEBS 2 X 4 HF Std 'Except' • 3-16 2 X 3 SPF Stud, 5-13 2 X 3 SPF Stud, 7-10 2 X 3 SPF Stud REACTIONS (lb/size) 17= 1784/0 -5-8, 8= 1616/0 -5-8 Max Upliftl7=- 412(load case 5), 8=- 329(Ioad case 5) Max Grav17= 2260(load case 2), 8= 2090(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 194/537, 3 -4=- 2451/420, 4 -5 =- 2229/443, 5-6=- 2229/443, 6 -7 =- 2692/446, 7-8 =- 3642/503, 8- 9=0/49 BOT CHORD 2-17=-332/249, 16-17=-231/2328, 15-16=-231/2328, 14 -15 =- 151/2061, 13- 14=- 1512061, 12 -13 =- 173/2271, 11- 12=- 1732271,10 -11 =- 347/3100,8 -10 =- 347/3100 WEBS 3-16=0/250, 3 -15=- 295/189, 4 -15= 0/310, 4 -13 =- 35/659, 5 -13 =- 415/63, 6 -13=- 78/466, 6 -11 =- 28/552, 7 -11 =- 926/196, 7- 10= 0/317, 3.17 =- 3229/583 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. , 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. S 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. c � � PR � NGI N , 9 F r S/ O2 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. r4 , y 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 157 f..• PE r 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TP1 1. LOAD CASE(S) Standard li i - ry ' DONG .{\) EXPIRATION DATE: 06 -30 -08 September 28,2006 t I a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED dDTER REFERENCE PAGE ND -7473 BEFORE USE. Ia Design veld for use only Mb Wok connectors. This design Is based ony m upon paraoten shown. and is for an individual building component. � Applicability of closign parcrmontors and proper Incorporo Son of component Is responsibility of closignet - nol truss designer. Bracing shown MiTek. ! iTe k is for lateral supporl 01 individual web members only. Addlhonal temporary lancing 10 insure slabifity (luring construction Is the responsibility of the ereclur. Additional permanent bracing 01 the overall shucture is the iesporrsibil ly 01 the building designer. For general guidance regarding PC. rs rooms..: fabrication, quaity control storage. deivery, erection and bracing. consul' ANSVTPI1 Qudity Criteria. DS8.89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pinto Institute, 583 D'Onalno Drive, Madison. NA 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street —Bldg 1 -11 R2293993C 608266 L2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:08 2006 Page 1 1 1-0•9 2 -5-8 1 7 -2 -12 I 12-0-0 I 17-0-0 I 22-0-0 I 27 -5-12 I 32 -10-1 I 39-0 -0 j0 -O! _ 1 -0-0 2-5-8 4-9-4 4-9-4 5-0-0 5-0-0 5-5-12 5-4 -5 6-1 -15 1-0-0 Scale = 1:70.5 5x8 i 5x8 6.00 12 7 7 8 8 • r. 3 x•" 8-10 3x4 6 9 3 ' 3x6 J 3x4 5 717 -16 8-1 1 6 14441441 1% 44,446 1 0 5x8 , 4 ` 6.' 8 • 17 9-1 • 9-' 5 e � 1141 1%,.... 11 4x10. 1 8 1 1 13 3 o m 2 �1� �' N / 12 13 rn14 d •- y = � - 14 Ia 3x5 = 5x10 = 8x12 MT2OH = 4x10 z 20 18 17 16 15 5x6 = 5x6 = 3x4 = 3x8 = 5x10 MT2OH 3.00 I 12 1 2 -0-0 2 7 -2 -12 I 12-0-0 I 17-0-0 I 22-0-0 I 27-5-12 I 33-0-2 I 39-0-0 I 2- 0-0 0.5-8 4-9-4 4-9-4 5-0-0 5-0-0 5-5-12 5-6-6 5 -11 -14 Plate Offsets (X,Y): (12:0 -0- 14,Edge], 114:0- 6 -0,0- 3 -10], (15:0-5-12,0-2-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.45 14 -15 >972 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.93 14-15 >471 . 180 . MT2OH 139/108 TCDL 7.0 Rep Stress Incr YES VVB 0.96 Horz(TL) 0.49 12 rt/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 196 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 2 -3-8 oc purlins. 8-10 2 X 4 DF 2400F 1.7E, 7-8 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 10 -13 2 X 4 DF 2400F 1.7E WEBS 1 Row at midpt 4 -18, 11 -15, 7 -16 BOT CHORD 2 X 4 DF No.2 G 'Except* 14 -15 2 X 4 DF 2400F 1.7E, 12 -14 2 X 4 DF 2400F 1.7E WEBS 2 X 4 HF Std *Except* 3 -20 2 X 3 SPF Stud, 3 -19 2 X 4 DF No.2 -G, 4-19 2 X 3 SPF Stud 4.182X3 SPF Stud, 6-18 2 X 3 SPF Stud, 9- 152X3SPFStud 11 -14 2 X 4 DF No.2 -G REACTIONS (Ib/size) 20 1806/0 -5-8, 12= 1593/0 -5-8 Max Horz20= 1(load case 5) Max Uplift20=- 435(Ioad case 5), 12=- 328(Ioad case 5) Max Grav20= 2221(load case 2), 12= 2014(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 192/368, 3-4 =- 3241/411, 4 -5 =- 2276/390, 5-6 =- 2173/407, 6 -7 =- 1962/422, 8 -9 =- 2211/440, 9 -10 =- 2728/472, 10 -11 =- 2843/459, 11-12=-6296/834, 12-13=0/44, 7-8=-1893/427 BOT CHORD 2-20=-269/203, 19-20=-455/249, 18 -19 =- 265/2891, 17 -18=- 166/1942, 16 -17 =- 105/1681, 15 -16 =- 238/2433, 14 -15=- 675/5605 , 12 -14=- 677/5611 WEBS 3 -20=- 19801380, 3 -19=- 486/3222, 4 -19= 0/626, 4 -18 =- 1079/109, 6 -18=- 49/138, 6 -17 =- 421/104, 9 -16 =- 829/179, 9 -15 =- 20/426 11-15=-3414/470, 11 -14 =- 2622793, 7-17=-29/445, 8-16=-56/449, 7 -16 =- 219/470 ���ED PR OF Fss NOTES �g 0 AGIN �. 1p 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right ir ' , exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 1576 • E f 2) Unbalanced ds a (flat roof snow); de Exp. 3) Unbaalanraced ed snow now loads h have a been considered d for or this thi s desisi gn. . 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 5) Provide adequate drainage to prevent water ponding. 4111 lir 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. ilk � • ii 7) All plates are MT20 plates unless otherwise indicated. `li 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ��=-"" 9) A plate rating reduction of 20% has been applied for the green lumber members. ON G - Continued on page 2 - 1 EXPIRATION DATE: 06- 30 -08, September 28,2006 I I Al WARNING • Verify design parameters and READ NOTES ON TITS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE Design veld for use only with MTok connectors This design Is based ony upon paramoten shown. and is for an individual building component. • Applcabtly or design paramenters and proper lncorporofonol component is iesponsiblly of building designer- not truss designer. Bracing shown MiTek Is 101 laforal support of individual web nlemtxns only. Addllional temporary baring to Insure stability during construction Is the rosposIbOly of the erector. Additional permanent tracing of the overall structure is the responribilty u Bse building designer. For general guidance regarding lubrication, coolly control storage. delvery. erection and bracing, consult ANSI/TPI1 Oudity CMoria, DSB -B9 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institu le, 583 D'Ono hie Drive, Madison. Vat 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939930 608266 L2 ROOF TRUSS 1 1 • Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 8100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:08 2006 Page 2 NOTES 10) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • • • • • • 1 t A WARNING • Verify design parameters and READ NOTES ON MIS AND INCLUDED SUTER' REFERENCE PAGE MII -7473 BEFORE USE. Design veld lei use ony vAth MTek connectors. This design Is based only upon Itoiantoten shoved, and is for an Individual building component. Applicability of design paramenlers and proper Incorporation of component is rosponsibiry of building designer- not truss designer. Bracing shown MiTek. h for lateral support of ndivldual web mambos only. Additional temporary b amig to Insure stabily durklg construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responslbilry erne buiktung designer. Foi general guidance regarding TV PCNIINV71. fabrication. cruelty conlrol storage, delivery, ereclbn and bracing, consun ANSI/TPIl Quality Criteria, DSB -89 and BCS11 Building Component 7777 Greenback Lane. SLite 109 Safety Information available from Truss Nate Institute, 583 D'Ono hio Drive, Madison, M 53719. alms Heights. CA, 95610 • Job Truss Truss Type Qty Pty 608266 - Oak Street - Bldg 1.11 R22939931 608266 L7 ROOF TRUSS 1 1 Job Reference (optional) BMC West — Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 11:57:11 2006 Page 1 - 1 1 -0 -n 2 -5 -8 I 7 -2 -12 1 12 -0 -0 1 17 -0 -0 ( 22 -0 -0 l 27 -5-12 32-10-1 1 39-0 -0 10-0-P 1 -0 -0 2 -5-8 4 -9 -4 4 -9-4 5 -0-0 5-0-0 5 -5 -12 5-4-5 6 -1 -15 1-0-0 Scale = 109.4 5c6 ' 5x8 8 6.00 , 2 7 O. v 3x8 i 3.4 -� e g 3x8 i 3x8 4x815- 10 5 4 to ev 4x8 7S °l 11 6 345 i x ` 2 ' ` 12 8x12 MT2OH = 8x16 MT20H = O 3x12 = 20 18 17 18 15 4x12 a 5x8 = 3.00 r1T 5x10 MT2OH 3x4 — 3x8 = 5x10 MT2OH 0]5]72 -5-8 I 7-2-12 I 12 -0-0 17 -0-0 I 22-0-0 I 27-5-12 1 33-0-2 1 39 -0-0 1 0-5-72-0-1 4 - 4 5-0-0 5-0-0 5-5-12 5-6-6 5-11 -14 Plate Offsets (X,Y): [2:1 -0- 8,0 -1 -2], [11:0- 2- 0,0 -1 -8], [12:0 -0- 14,Edge], [14:0 -8-0,0. 3-10], [15:0 -5- 12,0 -2 -8], [18:0 -6- 12,0- 2 -12], [19:0- 6- 0,0 -3 -10] LOADING (psf) SPACING , 2 -0-0. CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.48 14 -15 >966 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -1.02 14-15 >451 180 MT20H 139/108 TCDL 7.0 Rep Stress Incr YES WB 0.97 Holz(TL) 0.57 12 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 196 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. 8 -10 2 X 4 DF 2400F 1.7E, 7-8 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. 10-13 2 X 4 DF 2400F 1.7E WEBS 1 Row at midpt 4-18, 11 -15, 7 -16 BOT CHORD 2 X 4 DF No.2 G 'Except* • 14-15 2 X 4 DF 2400F 1.7E, 12 -14 2 X 4 DF 2400F 1.7E WEBS 2 X 4 HF Std 'Except' 3 -20 2 X 3 SPF Stud, 3 -19 2 X 3 SPF Stud, 6 -18 2 X 3 SPF Stud 9 -15 2 X 3 SPF Stud, 11 -14 2 X 4 DF No.2 -G REACTIONS (lb/size) 2= 1700/0 -9-4, 12= 1693/0 -5 -8 Max Horz 2= 1(load case 5) Max Uplift 2=- 356(load case 5), 12=- 351(load case 5) Max Gray 2= 2091(load case 2), 12= 2085(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/50, 2 -3 =- 3640/520, 3.4=- 4993/732, 4 -5=- 2884/ 5 -6 =- 2780/518, 6-7 =- 2336/490, 8 -9 =- 2367/489, 9 -10 2881/521, 10- 11=- 2995/508, 11- 12=- 6560/919, 12- 13=0/44, 7-8 =- 2031/471 BOT CHORD 2- 20=- 403/3093, 19 -20=- 407/3133, 18- 19=- 563/4514, 17-18=-264/2479, 16-17=-165/2009, 15-16=-281/2570, 14 -15 =- 753/5843, 12 -14 =- 754/5850 WEBS 3 -20=- 701/153, 3-19 =- 152/1342, 4-19 =- 179/1913, 4-18 =- 2377/348, 6-18 =- 37/465, 6-17 =- 764/166, 9 -16=- 824/177, Q, PR OFF 9 -15=- 19/423, 11 -15 =- 3523/506, 11 -14 =- 2992905, 7 -17 =- 80/726, 8 -16=- 77/543, 7 -16=- 370/384 � [ Fq ts∎ �5�N _ NOTES , , 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL =4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and 1 / 66PE f right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. . 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. A 'RIP ill 5) Provide adequate drainage to prevent water pending. ' N i - ��• -. Continued on page 2 -` i / ► wry e.DO�GG - ■ EXPIRATION DATE: 06 -30 -08 September 28,2006 4 p a WARNING • Verify design parameters and READ NOTES ON THIS AND DVCLODED NITER REFERENCE PAGE ¥11.7473 SFIORE USE. Mg Design void for use only with :seek connectors. tlds design Is based only upon pcnamotors shown. and is for an Individual building component. Applicability of design paramenters and proper Incorporation 01 component Is responslblity 01 building designer - not truss designer. Bracing shown MiTek. Is for lateral support of individual web members only. Additional temporary bacing to insure stabl6ty during construction Is the responsibility of the erector. Additional permanent bracing of Me overall shucture is the responsibify 01 the building designer. for general guidance regarding fabrication, Vualty control. storage, deivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB -89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrlo Inslitu to, 583 D'Ornohto Drive, Madison. WI 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608266 - Oak Street - Bldg 1 - 11 R22939931 608266 L3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 11:57:11 2006 Page 2 NOTES 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPR 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 Ib uplift at joint 2 and 351 Ib uplift at joint 12. 12) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • • 4 1 A WARNING - Verify design parameter. and RE ID NOTES ON THIS AND INCLUDED ETTER REFERENCE PAGE Mp -7473 BEFORE USE Design veld for use only wtlh MTek connectors. This design is based only upon ioramelon shown, and Is for an Individual building component. Appficabliry of design poramo nlers and proper Ir orporalon of component 1s responsibility of building designer - not buss designer. Bracing shown NEiTek. is for lateral supped of individual web embers only. Additional temporary bracing to insure stability during conshuc Con Is the responsibility of the erector. Additional permanent bracing of 80 overall structure is the responsibility 01 the building designer. For general guidance regarding /LIMCe eee.ve... fabrication. quaiy conhol stamge. deivery, erection and bracing. consud ANSI/TPI1 Qualify Criteria, D5B-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate lnshtuto, 583 D'Onohio Drive, Madison w1 53719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street-Bldg 1 -11 R2293993 608266 L4 ROOF TRUSS 3 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:10 2006 Page 1 - -0-0 2 -5-8 I 7 -2 -12 I 12 -0-0 I 136-0 I 27 -512 I 32 -10-1 39-0.0 4401 1 2 - 5 - 8 4 4 - 9 - 4 7 - 6 - 0 7 - 11 - 12 5 6 - 15 1 - 0 - 0 5x5 = Scale = 1:77.5 6.00 12 7 57 7 -9 3x4 3x4 3x6 3x6 6 B 5 9 SxB�. `6x8 1 6•' 7 • 8 - 4 8-'4 10 3x4 4 1 -5 3 ? 10;1 i� � o 21 2 s `7 8 _ r 1 �\_ " 12 4x10 10x12 MT2OH = 4x12 19 8XI2MT2DH= 17 16 15 14 6x6 = 6x6 = 4x4 = 4x4 = 8x10 MT2OH = 3.00 FIT 1 2 -5-8 I 7 -2 -12 I 12 -0-0 I 15-9-14 I 19-6-0 I 23-2 -2 I 27 -5-12 i 33-0-2 39-0-0 I 2-5-8 4-9-4 4-9-4 3 3-8-2 3-8-2 4-3-10 5-6-6 5-11 -14 Plate Offsets (X,Y): [2:0- 3- 10,0 -2 -0], (11:0- 1- 1,0-0-5], [17:0- 3- 0,0- 3 -12], [19:0- 3- 0,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.51 13-14 >905 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -1.04 13-14 >444 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.51 11 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 214 Ib BCDL 10.0 . LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied. 5.7 2 X 4 DF 1800F 1.6E, 1 -5 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0 -0 00 bracing. BOT CHORD 2 X 6 DF No.2 'Except* WEBS 1 Row at midpt 4 -17, 6-16, 8 -15, 10 -14 17 -18 2 X 6 DF 2400F 1.7E, 13 -14 2 X 6 DF 2400F 1.7E 11-13 2 X 6 DF 2400F 1.7E . WEBS 2 X 3 SPF Stud 'Except' 4-182 X 4 DF No.2-G, 4-17 2 X 4 HF Std, 7-16 2 X4HFStd . 7 -152 X 4 HF Std, 10-14 2 X 4 HF Std, 10-13 2 X 4 DF No.2-G REACTIONS (lb/size) 2= 1839/0 -5-8, 11= 1839/0 -5-8 Max Horz2= 1(load case 5) Max Uplift2=- 385(Ioad case 5), 11=- 385(load case 5) Max Grav2= 2365(Ioad case 2), 11= 2365(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/57, 2 -3 =- 4540/641, 3-4 =- 5936/857, 4-5=- 3484/594, 5-6=-3280/604, 6-7 =- 2954/594, 7 -8=- 2957/589, 8 -9 =- 3370/609, 9- 1 3605/605, 10 -11 =- 7539/1042, 11 -12 =0/52 BOT CHORD 2- 19=- 524/4002, 18 -19 =- 527/4037, 17 -18 =- 672/5358, 16 -17 =- 345/3034, 15 -16 =- 169/2037, 14 -15=- 364/3131, 13- 14=- 861/6735, 11- 13= -863/6749 WEBS 3 -19=- 906/186, 3-18 =- 142/1284, 4-18 =- 225/2268, 4-17 =- 2698/379, 6-17 =- 32/423, 6-16 =- 1019/220, 7- 16=- 168/1310, 7 -15=- 160/1275, 8 -15 =- 1093233, 8 -14 =- 16/411, 10- 14=- 3869/532, 10 -13 =- 328/3174 �Ep PR OFF NOTES `� NG]N u.o 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right �� � 2 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. C 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 157.7 ' E 9 r 3) Unbalanced snow Toads have been considered for this design. Ii. This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 6) All plates are MT20 plates unless otherwise indicated. 1 1111 ti 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 111.-W � = ' 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of R �'r bearing surface. F DONG 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 - EXPIRATION DATE: 06 -30 -08 September 28,2006 1 AI WARNING • Verify design parameters and RFD NOT ON THIS AND INCLUDED MITER REFERENCE PAGE M117473 BEFORE USE INET De sign void for use only with MTok connectors. Tlds design Is hosed only upon pm amelers show's. and is for on Individual building component. AppicablhN of design parar rantors and proper Incor porafion of component is rosponslbllty of building desi gner- not huss designer. Bracing shown MiTek Is for lateral support of individual wob members ony. Additional temporary bracing to insure slabilly during construction Is the responsibility of the erector. Addilionul permanent bracing of Itte overall structure is the responsibilty of the bulklurg designer. For general guidance regarding lubrication. quulty control storage, deivery, ereclion and bracing, consul ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safety Inlormcdon available from Truss Plate Institulo, 583 D'Onolno Drive, Madison. WI 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type 1 Oty Ply 608266- -Oak Street - -Bldg 1 -11 R22939931 608266 L4 ROOF TRUSS I3 1 I Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:10 2006 Page 2 • NOTES 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 7 = -64, 7- 12 = -64, 2- 19 = -20, 18- 19 = -20, 17 18 = -20, 16-17 = -20, 15- 16=- 60(F = -40), 14- 15 = -20, 13- 14 = -20, 11- 13 = -20 • • • • • • • • r � WARNA•G • Verify design parameters and READ NOTES ON TIES AND DVCLUDED SOTEK REFERENCE PAGE Met -7473 BEFORE USE. Design valet for use ony with Wok connectors. This design is basocl only upon paiamoten shown. and is for an individual buitling component. Applicability of design paromenters and proper Incorporation of component is responstblity of building designer - not truss designer. Bmdng shown M iTe k Is for latent support of individual web members only. Additional tempor bracing to insure stability clurng construction b The responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilty o 1 the building designer. For general gu regarding MCIER tobrication. quality control storage. delvery, election and bracing. consult ANSI/TPI1 Quality Criteria, 058.89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plato Instituter, 583 D'Ono trio Dnvo, nmdison, WI 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1.11 82293993 608266 15 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:12 2006 Page 1 18-0-7 20-11 -9 23-4-8 - 1 1 -00 7 -11 -11 I 15-7 -8 164-7 119501 122 -11 -9 I 39-0-0 10.0- 1-0-0 7 -11 -11 7 -7 -13 0-4-15 1 -5-9 1 -5-9 2 -0-0 15-7 -8 1-0. tale = 1:71.5 6.00 12 5x5 Z0-0 6 9 05 -15 g = . 4-6 5 22 7 23 8 9-11 v 354 3x6 10 5x16 5x10 i ^ . 3 519 7 -r 18 6 ' 8 12 o t0.: 1C- 7 �+ `:', • 1.5x4 3-19 12 7 1 -1 IV: 0 il • 0 q 1 / �i� 14 15 2 o t ,6 14 ..1 4x8 1--- 8x12 MT2OH = 4x12 21 20 19 18 17 4x5 2x4 11 8x10 = 4x8 = 6x6 = 3.00 1 • 1 1 -5-1 1 7 -11 -11 I 15-7-8 1 18-0-7 1 20 -11 -9 1 23-4-8 1 33-0-2 I 39-0 -0 1 1 -5-1 6-6.10 7 -7 -13 2-4-15 2 -11 -2 2 -4-15 9-7 -10 5-11 -14 Plate Offsets (X,Y): [2:0- 3- 9,0 -2 -0], [11:0 -6- 12,0 -3-0], [14:0- 1- 1,0 -0-5], [16:0- 5- 8,0 -0 -4], [17:0- 3-0,0 -3-8], [19:0- 3- 0,0 -4 -8] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.44 16-17 >999 240 MT20 1851144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.88 16-17 >502 180 MT20H 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.36 14 n/a ilia BCLL 0. 0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight: 2311b LUMBER BRACING ' TOP CHORD 2 X 4 DF 2400F 1.7E 'Except' TOP CHORD Structural wood sheathing directly applied or 2 -1 -13 oc purlins. '5.8 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* • WEBS 1 Row at midpt 3 -19, 7 -19, 7 -18, 3-21, 12 -17 17 -19 2 X 6 OF No.2 WEBS 2 X 4 HF Std 'Except* 3-20 2 X 3 SPF Stud, 10 -18 2 X 3 SPF Stud, 12 -17 2 X 3 SPF Stud 12-16 2 X 4 DF No.2-G, 13-16 2 X 3 SPF Stud REACTIONS (lb/size) 21= 2095/0 -9 -4, 14= 1904/0 -5 -8 Max Horz21= 1(load case 5) Max Uplif121=- 681(load case 5), 14=- 576(load case 5) Max Grav21= 2511(load case 2), 14= 2327(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/54, 2 -3 =- 368/41, 3 -4=- 2963/944, 4-5 =- 2789/968, 5 -6 =- 128/0, 5-22 =- 2512/1067, 7 -22=- 2512/1067, 7 -23 =- 2679/1093, 8 -23=- 2679/1093, 8--128/0, 8 -10 =- 3023/1001, 10-11 =- 3483/1043, 11 -12 =- 3504/1034, 12 -13=- 7205/1753, 13-14=-7520/1793, 14-15=0/52 BOT CHORD 2- 21=- 21/301, 20-21=-632/2750, 19 -20 632/2750, 18 -19 =- 7042536, 17- 18=- 716/3052, 16- 17=- 958/4046, 14 -16 =- 1556/6743 WEBS 3 -20 =- 62/190, 3 -19 =- 260236, 5 -19 =- 95/948, 7 -19 =- 700/197, 7 -18 =- 503/318, 8 -18 =- 117/897, 3-21 =- 3115/880, 10- 17=- 96/564, 10-18=-641/92, 12-17=-1620/394, 12-16=-723/3576, 13-16=-172/145 NOTES '<('‘CM- PR 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right ��� L NG[ N : tc /� exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL= 1.33. lV 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 15 • • P E '' 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. II �� =:■ �' 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ` �� . � 1#4 J . 9) A plate rating reduction of 20% has been applied for the green lumber members. ~ • 10) Bearing at joint(s) 14 considers parallel to grain value using ANSI/MI 1 angle to grain formula. Building designer should verify capacity DONG - Continued on on page2 e. - EXPIRATION DATE: 06 -30 -08 September 28,2006 1 1 A WARNING • Verify design parameters and READ NOTES ON 77US AND INCLUDED MITER RETERENCE PAGE MD - 7473 BEFORE USE Design void for use only vAth MTek connectors. This design Is based only upon Ixlramelers shows, and Is for an Individual busting component. Applicability of design parcrmonters and proper incorporation of component Is responsibility 01 buiking clodgnor- not truss designer. Brcndng shown I;Te k Is For totelcrl support of individual web members only. Additional temporary Patting to insure stability during construction b the responsibility of the elector. Additional permanent bracing 01 the overall shucfure is the respon4blfty of the betiding designer. For general guidance regarding fabrication, quafty control storage. defvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 1356.89 and BCSII Bulking Component 7777 Greenback Lane. Suite 109 Safety Informafon available from Trust Plate Institute, 583 D'Ono trio Drive, Madison. Vil 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608266 --Oak Street —Bldg 1 -11 R2293993 608266 L5 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries. Inc. Thu Sep 28 10:58:12 2006 Page 2 • NOTES 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 • • Uniform Loads (plf) Vert: 1- 5 = -64, 5- 6 = -64, 5- 8 = -64, 8- 9= -64, 8- 15 = -64, 2- 19 = -20, 18- 19=- 60(F = -40), 17- 18 = -20, 16- 17 = -20, 1416 = -20 • • • • • r n WARNLNO • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MII 7473 BEFORE USE �e� Design valid for use only wllh MTek connectors. Ilis design Is based ony upon parameters shown, and is for an Individual building component. Applicability of design paramentors and proper Ir orporalion of component Is responsibilly 01 building desigsner- not truss designer. Bracing shown MiTek is for lateral support of Individual web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall stuclure is the responsibility of he building designer. For general guidance regarding .a.:w.o .c.•a... fabrication, puafy control storage, deivery, erection and bracing, consult ANSI/TPI1 Quality Crtoria, DSB•89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety bsform Mato a9on available from Truss ate Institute, 583 D'Ono trio Drive, Madison W1 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R229399341 608266 L6 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:13 2006 Page 1 1 1 -0.9 7-11-11 I 15-7 -8 16-0-7 19-6-0 I 22 -11 -9 238 31 -0-5 I 39-0-0 104-0 - 1 -0-0 7 -11 -11 7 -7 -13 0-4-15 3-5-9 3-5-9 0-4-15 7 -7 -13 7 -11 -11 1-0-0 Scale = 1:70.2 5x10 = liifi = 5x10 = ` 4 5 6 6.00 51 5x10 % x4 • c 137 679 0 '21 � 2 � i - m _ .v. 8 9 r7 me �, T a 4x8 3 14 13 12 11 10 4x8 4x5 2x4 11 8x10 = 8x10 = 2x4 II I 2-0-0 1 7 -11 -11 1 15-7 -8 I 23-4-8 1 31-0-5 I 39-0-0 I 2 -0-0 5 -11 -11 7 -7 -13 7 -9-0 7 -7 -13 7 -11 -11 Plate Offsets (X,1): (2:0 -3- 10,0 -2 -01 [4:0-5-0,0-1-41,16:0-5-0,0-1-4118:0-3-10,0-2-01, [11:0- 3 -0,0 -4-81 [12:0- 3- 0,0 -4.8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) //dell Ud PLATES GRIP ' TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.21 11 -12 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.40 11 -12 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.11 8 rVa n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 215 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except* TOP CHORD Structural wood sheathing directly applied or 3 -0-5 oc puffins. 4-6 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD 2 X 6 DF No.2 *Except' • 6 -0-0 oc bracing: 2 -14. 2 -12 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 3 -12, 5-12, 5 -11, 7 -11, 3 -14 WEBS 2 X 4 HF Std 'Except' 3.13 2 X 3 SPF Stud, 7 -10 2 X 3 SPF Stud REACTIONS (lb/size) 8=1766/0-5-8, 14= 1943/0 -5 -8 Max Uplift8=- 360(Ioad case 5), 14 443(Ioad case 5) Max Grav8= 2270(Ioad case 3), 14= 2451(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/55, 2- 3=- 363/121, 3-4=- 2837/489, 4- 5=- 2395/488, 5-6=- 2577/506, 6- 7=- 3042/508, 7-8 =- 4041/572, 8- 9=0/57 BOT CHORD 2- 14= 89/299, 13.14 =- 283/2675, 12-13=-283/2675, 11- 12=- 207/2460, 10- 11=- 402/3457, 8- 10=- 402/3457 WEBS 3 -13=- 60/194, 3 -12=- 304235, 4 -12 =- 26/803, 5 -12=- 537/79, 5-11=-359/259, 6 -11 =- 35/797, 7 -11 =- 978/210, 7 -10= 0/319, 3 -14 =- 3046/535 NOTES . 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. . 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow Toads have been considered for this design. ��E� PR OF f s 4) This truss has been designed for 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. �� NG] S� 5) Provide adequate drainage to prevent water ponding. rJ 9 0 2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. -9 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ' 15 ' • 6PE I 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �w� 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 • - te MIN / Uniform Loads (plf) ��= }� Vert: 1- 4 = -64, 4- 6 = -64, 6- 9 = -64, 2- 12 = -20, 11- 12=- 60(F =-40), 8- 11 = -20 1 RY 2' 9 ' DONG ' I EXPIRATION DATE: 06 -30 -08 September 28,2006 • Ak WARNING . Verify design parameters and READ NOTES ON TILES AND INCLUDED BUTEK R02' REZ4CE PAGE MU -7473 BFTORE USE EMI Design void for use only with MTek connectors. This design Is txssod only upon parameter shown. and Is for an trsdividuol building component. AppticaM6ty of design paromonters and proper Incorpora don of component is responsibily of building designer- not truss designer. Bracing shown MiTek Is for talent! support 01 individual web members only. Additional temporary baring to insure stability during construction is the responsibility of the ereclor. Addikorwl permanent bracing of the overall structure Is the responsibll ly 01 the bulklung designer. For general guidance regarding fabrication, cruelty control storage. delvery, erection and bracing, corsutl ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Componont 7777 Greenback Lone. Suite 109 Safely Informafion available from Truss Male Institute, 583 D'I)no hie Drive, Madison, 1M 53719. Citrus Heights, CA, 95610 • , Job Truss Truss Type Oty Ply 608266- -Oak Street -Bldg 1 -11 R22939935 608266 L7 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:14 2006 Page 1 1 1 - 00 7 - 14-8 -1 15-1-0 19-6 -0 1 23-11 -0 24 31 -6-0 I 39-0 -0 40-0.4 1-0-0 7 -6-0 7 -2 -1 0-4-15 4-5-0 4-5-0 0-4 -15 7 -2 -1 7-6-0 1-0-0 Scale = 1:69.3 5x10 = 1. 11 5x10 = 4 5 6 6.00 1 1 4x8 i 3x4 131 4'S -13 5•'3 6-1• 6 ' 1 679 a_ / tb ► '6 3-15 7 7.10 8 1 2 i • X - ,, &1.5 a� Id CS / 5 x6 = 3x10 = 17 16 15 14 13 12 11 10 3x8 i 1.5x4 I I 3x6 = 3x8 = 3x4 = 1.5x4 I I 3x4 = 3x6 = 2.0-0 I 7-6-0 I 14-8 -1 I 19-6 -0 I 24 -3-15 1 31 -6-0 I 39-0-0 2 -0-0 5-6-0 7 -2 -1 4-9-15 4-9-15 7 -2 -1 7-6-0 Plate Offsets (X,Y): f2:0- 1- 11,Edge], ]3:0 -3- 14,0- 1 -12], f4:0- 5- 0,0 -1-4], 16:0-5-0,0-1-4118:0-10-0,0-0-101 LOADING SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.18 11 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.93 Vert(TL) -0.43 10 -11 >999 180 TCDL 7.0 Rep Stress !nor YES WB 0.79 Horz(TL) 0.17 8 rda rVa BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 188 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E 'Except* TOP CHORD Structural wood sheathing directly applied or 3-2 -11 oc puffins. 4 -6 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 1 Row at midpt 6 -13, 7 -11, 3 -17 WEBS 2 X 4 HF Std 'Except' 3-16 2 X 3 SPF Stud, 5- 132X3SPF Stud, 7-10 2 X 3 SPF Stud REACTIONS (lb/size) 17= 1784/0 -5-8, 8= 1616/0 -5 -8 Max Upliftl7=- 412(load case 5), 8=- 329(load case 5) Max Grav17= 2261(load case 2), 8= 2090(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 194/537, 3-4=- 2453/420, 4 -5 =- 2233/443, 5-6=-2233/443, 6 -7 =- 2695/446, 7 -8 =- 3643/503, 8 -9 =0/49 BOT CHORD 2- 17=- 332/249, 16- 17=- 231/2328, 15 -16 =- 2312328, 14 -15 =- 151/2063, 13 -14 =- 1512063, 12- 13=- 173/2274, 11 -12 =- 173/2274, 10- 11=- 347/3102, 8- 10=- 347/3102 WEBS 3-16=0/249, 3-15=-293/191, 4-15=0/310, 4-13=-35/661, 5-13=-417/64, 6-13=-75/467, 6-11=-28/551, 7-11=-924/196, 7- 10= 0/317, 3 -17 =- 3230/582 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. ED PR 3) Unbalanced snow loads have been considered for this design. Qw F 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. � �� `s . 0 5) Provide adequate drainage to prevent water ponding. 5� / 9 ,P 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 r,/ y 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 15 66PE r 8) A plate rating reduction of ac been applied for the green lumber members. NE This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • -DONG �J . EXPIRATION DATE: 06 -30 -08 September 28,2006 ■ n a WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MI7-7473 BEFORE USE. MEI Desk i void for use only with .IEok connectors. This design Is based only upon parameter showr1, and is tot an individual building component. Appicabtiy of design parctmc leers and proper incorporation of component Is responablily of building designer - not truss designer. Bracing shown MiTek. Is for lateral support 01 individual web member s only. Additional tomrxn ay tracing to insure stability during construction Is the responsibility or the 'erector. Additional permanent bracing oI the ove,oll structure Is the responsibllyol the buiklhtg designer. For general guidance regarding .e.tn lubrication, quuity control storage, delvery. erection and bracing, consul ANSI/TP11 Quality Criteria, 056-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 I'Onohio Drive, tvlodison. WI 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608266 - -Oak Street -Bldg 1 -11 R2293993 608266 M1 ROOF TRUSS 1 2 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 5 Sep 17 2004 MiTek Industries, Inc. Thu Sep 2810:58:16 2006 Page 1 5-10-3 35-5-0 3-4-0 , 5-3-12 9-7-12 12 -7 -12 , 17 -1 -4 21 -6-12 26-0-4 29-0-4 32 -10-13 3i-1.4 38-10-8 3 1 I� I 'e = 1:68.6 3-4-0 1 -11 -12 3-9-9 3-0-0 4-5-8 4-5-8 4-5-8 3-0-0 3- 10-9 0-67 3-5-8 1 0-6-7 1 -11 -12 10x10 \\ 4x4 = 5x10 MT2OH � 6.00 F1F 2x4 11 4x8 = 4x8 = 2x4 11 4x8 = 4x4 = 3x4 3 396 5 6 7 25 8 611 9 10 11 3x4 �� ri "� ^ 12 1 �i f� �� \� 13 eS m J - -- 1 Z - 24 23 22 17 16 15 d 4x10 = 10x10MT20H= 4x10 8x10 MT2OH= 8x12 MT2OH = 21 20 26 19 18 8x10 MT2OH = 4x4 = 8x10 MT2OH = 2x4 I I 4x8 = 8x10 MT2OH = 6x8 = 3.00 1 3-4-0 1 5312 I 9-7-12 I 12 -7 -12 I 17 -1-4 I 21 -6-12 I 26-0-4 I 29-0-4 I 33-5-4 1 35-5-0 I 38 -10-8 3-4-0 1 -11 -12 4-4-0 3-0-0 4-5-8 4-5-8 4-5-8 3-0-0 4-5-0 1 -11 -12 3-5-8 Plate Offsets (X,Y): (3:0- 3- 8,Edge), [15:0-4-12,0-5-41,124:0-4-12,0-5-0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.80 19 -20 >579 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -1.62 19 -20 >284 180. MT2OH 148/108 TCDL 7.0 Rep Stress !nor NO WB 0.90 Horz(TL) 0.52 13 n/a r1/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 411 Ib • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 2 -9 -9 oc purlins. • 3 -6 2 X 6 DF No.2, 6 -11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except' 3-22 2 X 4 DF No.2 -G REACTIONS (Ib/size) 1= 305610 -4 -0, 13= 3134i0 -5 -8 Max Horz1=- 27(load case 5) Max Upliftl= -672(load case 5), 13=- 728(load case 5) Max Grav1= 3668(load case 2), 13= 3787(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 113622128, 2- 3=- 10718/2094, 3-4=-14088/2731, 4- 5=- 140882731, 5-6=- 125852454, 6- 7=- 12585/2454, 7 -25 =- 137392666, 8 -25=- 137392666, 8- 137392666, 9 -10=- 141492737, 10-11=-10019/1964, 11- 12=- 109502120, 12- 13=- 114182106,13 -14 =0/52 BOT CHORD 1- 24=- 1842 / 10106, 23 -24=- 1783/9771, 22 -23 =- 1838/9878, 21-22=-2380/12810, 20-21=-2564/13778, 20 -26 =- 2564/13778, 19-26=-2564/13778, 18 -19 =- 2365/12721, 17- 18=- 2402/12920, 16- 17=- 2609/14055, 15 -16=- 1769/9833, 13-15=-1821/10153 WEBS 2-24=-163/1212, 2-23=-69/478, 3-23=-113/1187, 3-22=-849/4773, 4-22=-181/130, 5-22=-338/1808, 5 -21 =- 1753/418, 7-21=-1494/261, 7 -2 = 0220, 7 -19= -9223, 8 -1 601/224, 9-19 =- 215/1298, 9-18 =- 2435/541, 9 -17 =- 322/1768, 10- 17=- 208/1699, 10-16=-4545/825, 11 -16=- 4392989, 12- 16=- 118/665, 12 -15 =- 129/1088 NOTES ��,ED PR OF FS 1) 2 -ply truss to be connected together with 10d Common(.148'x3 ") Nails as follows: c NGI (� s/ Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc, 2 X 6 - 2 rows at 0 -9-0 oc. ,\ CG 9 0 Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. y Webs connected as follows: 2 X 3 - 1 row at 0 -9 -0 oc, 2 X 4 - 1 row at 0 -9-0 oc. 157 tr • PE c 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. N 4) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 ` ' .j1 5) Unbalanced snow loads have been considered for this design. AI�.//� - / 6) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. RF DONG �J 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C6ntinued on page 2 EXPIRATION DATE: 06 -30 -08 September 28,2006 I pp n , WARNA'G • Verify design parameters and READ NOTES ON THIS AND INCLUDED 81TTErc REFERENCE PAGE ¥.7473 BEFORE USE. �Op Design void for use only with Wok connectors This design Is based only upon parameters shown, and is for an Individual buitling component. iHiY Appkcabtty of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Gracing shown MiTek Is lot lateral support of individual web members only. Additional lomporary tracing to Yuma stability ailing construction Is the responsibility of the erector. Additional permanent bracing of the overall shucture is the responsibilty of he building designer. For general guidance regarding fabrication. qualy control storage, delvery, election and bracing. consul ANSI/TPI1 Quality Criteria, DSB-B9 and BCSII Building Component 7777 Greenback Lane. Stile 109 Safety Information available from Truss Plato Institute, 383 D'Ono trio Drive, Madison. WI 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 R22939936 608266 M1 ROOF TRUSS 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:16 2006 Page 2 NOTES 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing at joint(s) 1, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 14) Girder carries hip end with 6 -0 -0 end setback. 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2681b down and 1431b up at 33 -4 -0, and 2681b down and 1431b up at 5 -5 -0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (p11) Vert: 1- 3 = -64, 3 -11= -123, 11- 14 = -64, 1- 24=- 38(F = -18), 22- 24=- 38(F = -18), 21- 22=- 38(F = -18), 16- 21=- 38(F = -18), 17- 18=- 38(F = -18), 15- 17=- 38(F = -18), 13- 15=- 38(F = -18) Concentrated Loads (lb) Vert: 3 = -268 11= -268 • • • • • a n I A WARNI'O • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7973 BEFORE USE. Design valid for use only with Mick tonne tors. This design Is based only upon i'o ameters show, and is for an Individual building componenl. Applicability of design paromantors and proper Incorporaton of component is rasponsibIity of building designer - not truss designer. Bracing shown MiTek Is for lateral support Of usclMdual web members only. Adclihonal temporary Oncing to insure stoblbty during construction tint Is the responsibility 01 the elector. Addilional pennonenl bracing of the overall shuclure is life responsibity of Use building designer. Fa general guidance regarding .c.c. fabrication. quality conlroL storage. delvery. erection and bracing. consult ANSI/11.11 Qadlty Cdterta. DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Ono trio Drive, Madison, NM 33719. Citrus Heights. CA, 95610 • ,` v Job Truss Truss Type City Ply 608266 - -Oak Street- -Bldg 1 -11 R229390) 608266 M2 ROOF TRUSS 1 1 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:58:17 2006 Page 1 31-5-4 _ 1 -4 -4 7 -10-3 11 -7-8 1 -7 -1 19-4-0 26-0-4 29-0-4 0 -10-13 35-5-0 38 -10-8 1 I I I I I f I t I g t .- 1:68.6 1 -4 -4 6 3-9-5 1-0-4 6-8-4 6 - 8 - 4 3 - 0 - 0 1 - 3-11 -12 3-5-8 1-4 0-6-7 • 8x10 MT2OH* • 10x10 // 6.00 1 4 x 4 = 4x8 = 4x4 = 4x8 = 2x4 I I 2 2-4 3 4 5 4-8 6 7 8 �`,� *N., a 12 , IN7 3x6Q = _ ,., AL I : :. �i d � I111 6 6 8x12 MT2OH II „' u 14 13 12 d 4x12 %2x4 11 2^4 I I 18 17 16 15 8x10 MT2OH = 4x4 = 8x12 MT2OH = 4x12 3.00 12 6x6 = 4x4 = 4x4 = 8x10 MT2OH = 1 14-4 1 11-7-8 1F -7 -y 15 -7 -14 I 19-4-0 I 23-0-2 I 26-0-4 I 29.0.4 t 31 -5-4 t 355-0 I 38-10-8 t 1 10 1 3 3 3-8-2 3-0-2 3-0-0 2 -5-0 3 -11 -12 3-5-8 Plate Offsets (X,Y): [2:0.4- 12,Edge], [8:0- 3- 8,Edge], [10:0- 5 -8,0 -2 -0], [12:0- 6- 0,0 -5-4], [18:0- 3 -0,0.3 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.64 16-17 >722 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -1.25 16-17 >370 180 MT2OH 148/108 . TCDL 7.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.55 10 n/a n/a BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) Weight: 224 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied. 2 -4 2 X 6 DF No.2, 4-8 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except` 2 -19 2 X 4 DF No.2 -G REACTIONS (lb/size) 1= 1615/0 -4-0, 10= 1696/0 -5.8 Max Horz 1=- 27(load case 5) Max Upliftl=- 271(Ioad case 5), 10 330(Ioad case 5) Max Grav1= 1677(Ioad case 3), 1( 2406(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 6364/843, 2 -3=- 4999/689, 3 -4 =- 5422/705, 4-5=- 5422/705, 5 -6 =- 5686/707, 6 -7 =- 5602/675, 7 -8=- 5602/675, 8- 9=- 5503/640, 9-10 =- 7059/759, 10 -11 =0/52 BOT CHORD 1- 19=- 674/5808, 1B -19 =- 550/4543, 17- 18=- 539/5018, 16- 17=- 640/5898, 15 -16 =- 549/5476, 14- 15=- 561/5578, 13- 14=- 458/4938, 12 -13=- 600/6029, 10 -12=- 617/6263 WEBS 2 -19 =- 2622791,2 -18=- 361/714, 3-18 =- 1297 /163, 3-17=-25/639, 5-17=-663/119, 5-16=-300/117, 6-16=-11/363, • 6 -15 =- 1072/127, 6-14=0/209, 7- 14=0/68, 8 -14 =- 109/1074, 8 -13 =- 61/848, 9 -13 =- 1093/144, 9 -12= -43/1032 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right PR exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. �Q,° OFF 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 � ��[ rs 3) Unbalanced snow loads have been considered for this design. C?� 9 �2 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. y 5) Provide adequate drainage to prevent water ponding. 1 %6PE f • 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 7) All plates are MT20 plates unless otherwise indicated. . 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) A plate rating reduction of 20% has been applied for the green lumber members. � III 10) Bearing at joint(s) 1, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ` � y` 1� —∎ ;- / J capacity of bearing surface. /• 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �R"� -i LOAD CASE(S) St ndard FDONG - Continued on page 2 - 1 EXPIRATION DATE: 06 -30 -08 September 28,2006 1 A WARNDRE • Verify design parameters and READ NOTES ON TIM AND INCLUDED WIITEE REVERENCE PAGE ¥-7473 BEFORE USE , Design void for use only with MSTok conic tomtits design Is based only upon Ixvamalea shown. and is for an Individual building component. Apphcabihty of design parcrmenters and propertncorporaton of component bs rospon4btity of building designer - not truss designer. Bracing shown - . ■6 � iTe k is for lateral supped of hncllvldual web mambos only. Adcllbonal temporary bracing to unsure stabfiy enuring construction Is rho responsibility of the erector. Additional permanent bracing of the overall shuclure 0 the responsibliy of Ilse building designer. For general guidance regarding labricolion. quafyconiroL storage, deivery, erection and bracing. consult ANSI/1111 Qualify Crttoria, DSB -89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safely Irdormation available from Truss Pkulo Institute, 583 D Onohio Drive, Madison. !M 53719. Citrus Heights. CA, 95610 V Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1 -11 R2293993) = 808266 M2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:17 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-2=-64, 2- 8 = -64, 8- 11 = -64, 1- 19 = -20, 18- 19 = -20, 15- 18 = -20, 14- 15 = -20, 12- 14 = -20, 10- 12 = -20 • • • • • • r � A WARNING • Verify design paramatera and READ NOTES ON 7IU6 AND INCLUDED MITER RP- FERE:PI= PAGE MD -7473 BEFORE USE Design vald for use only with MTok connectors. Tits design Is based only upon paramelen shown. aid is for an Individual building component. Applcablly of design parcrmentors and proper Incorporafon of component Is iosponsbilty of building designer- not truss designer. Piecing shown P/IiTek. Is for tatero1 support of individual web rmmbors only. Additional tempo ary b ating to insure: sfabBity during construction Is the respcnulbllify of the ereclor. Addilional permanent bracing of the overall structure Is the responslblly of the building designer. For general guidance regarding Perra..a aearoso fabrication, cruelty control storage, dolvery. erection and bracing. consult ANSIJTP11 Quality Crfteda DSB•89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Salefy Information available from Trust Plato Inslitute. 383 D'Onotrio Drive, Madison. NA 53719. Citrus Heights. CA, 95610 ■ ' Y Job Truss Truss Type Oty Ply 608266 - -Oak Street - -Bldg 1.11 R22939938 608266 M3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:19 2006 Page 1 28 -10-13 1 4-9-13 1 9-3-12 9 13 -11 -5 I 26-0-4 1 28 -3-12 1 20.5(4 36-1-8 I 38-10 -8 3p-lO,8 4-9- 13 4-5-14 0.6.7 4-1 -2 12-0-15 2 -3-8 0-7 -1 64 2 -9-0 1 1e = 1:68.7 8 0-6-7 8x8 = 2x4 I I • 2x4 II 4x4 = 2x4 II 4x8 = 8x8 = ' 6.00 i 12 3 4 5 3-9 6 7 8 9 1.5x4 2 1 13 20 3- r 19 4r9 5-1 • 17 ! 7 7 -1 7•' 6 t \ 9-12 3x5 10 a : 15 14 13 ` $ 4x10 i 20 19 18 17 16 6x8 = 8x12 MT20H= 4x4 = 4x10 MT2OH = 4x8 = 6x6 = 6 = 4x12 4x10 = 3.00 I 12 1 9 -3-12 1 13-5-1 l 17 -7 -7 1 21-3-9 1 26-0.4 1 28-3-12 J-5.4 36-1-8 1 38.10 - 1 9-3-12 4-1 -5 4-2 -6 3-8-2 4 -8-11 2-3-8 1 -1-8 6-8-4 2-9-0 Plate Offsets (X,Y): (1:0 -1- 13,0 -2 -0], [3:0 -4- 10,0 -2 -4], [9:0 -4- 10,0 -2 -4], 113:0- 6- 0,Edge], ]15:0 -4- 4,0.3 -12], [16:0- 3 -0,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.44 17 -19 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 1.00 . Vert(TL) -0.87 17 -19 >528 180 MT20H 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.33 11 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 214 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except' TOP CHORD Structural wood sheathing directly applied or 2 -2 -1 oc purlins. 3-9 2 X 6 DF No.2, 9 -12 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF No.2 'Except* WEBS 1 Row at midpt 10-14 13 -15 2 X 6 DF 2400F 1.7E, 11 -13 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except* 3-19 2 X 4 HF Std REACTIONS (Ib/size) 1= 1776/0 -4 -0, 11= 1829/0 -5-8 Max Horz1=- 29(load case 5) Max Uplift1=- 306(load case 5), 11=- 360(load case 5) Max Grav1= 2388(load case 2), 11= 2473(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4644/638, 2 -3=- 4290/574, 3 -4=- 4823/682, 4-5=- 4823/682, 5 -6=- 5108/720, 6-7 =- 5108/720, 7 -8 =- 4450/623, 8 -9 =- 4450/623, 9-10 =- 4991/643, 10- 11=- 6912/809, 11 -12 =0/52 BOT CHORD 1- 20=- 487/4031, 19- 20=- 368/3800, 18- 19=- 552/5081, 17- 18=- 552/6081, 16 -17 =- 462/4512, 15- 16=- 473/4608, • 14 -15 =- 443/4408, 13 -14=- 667/5921, 11 -13=- 670/6124 WEBS 2 -2 253/158, 3.20 =0290, 3 -19 =- 184/1768, 4-19 =- 402/81, 5 -19 =- 632/87, 5 -17 =- 78/164, 6 -17 =- 37354, 7 -17 =- 103/1092, 7- 16=- 966/134, 7- 15=- 448/37, 8- 15=- 112/468, 9-15= 0/689, 9-14 =- 38/927, 10- 14=- 1500224, 10 -13= -8/950 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right c.''' D PR Opp S exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. c NG 1 F s i 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. c' !- / 9 0� 3) Unbalanced snow loads have been considered for this design. , 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent �� 9 oncurrent with other live loads. 1 66P E r 5) Provide adequate drainage to prevent water ponding. . 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11111 9) A plate rating reduction of 20% has been applied for the green lumber members. • - ' 10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci -- 1 � of bearing surface. aWSSP 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. F ON G `l 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 - 1 EXPIRATION DATE: 06 -30 -08 1 September 28,2006 i a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE bpp Design void for use only with Mink connectors. This design Is based only upon par amelon shown. and Is for an individual building component. ��Y Applicability of design parcrmenters and proper incorporcrbon of component is responsibllty of building designer - not truss designer. Bracing shown filliTe k• Is for lateral support 01 individual web rmmbens only. Additional tempo ary badng to insure stability during construction is Iho responsibility of the eiecloi. Additional pemranenl bracing of the ovens11 structure is the responsiblly oI he building designer. Pot general guidance regarding lubrication. squally conlroL storage, delvery, ereclion and bracing, consull ANSI/TPl1 Qua11y Crtteuia, DSB•89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Informalon avalblsb from Truss Plate Institute, 583 D'Onoliio Drive, Madison, 1M 33719. Gtrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1.11 R2293993 608266 M3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Thu Sep 28 10:58:19 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 9 = -54, 9- 12 = -64, 1- 19 = -20, 17- 19=- 60(F = -40), 16- 17 = -20, 15- 16 = -20, 13- 15 = -20, 11- 13= -20 • • • • •, Y WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE BID -7473 BEFORE USE. Design veld for use only with MTok connectors. This design h tensed ony upon paramolan shown. and is for an individual building component. Applcobllly of design paiomcntlors and properincorporofion of component Is responsb5ly of building designer- not truss designer. Bracing shown IVliTe k • is for lotorcrl suppod rn o1 individual web mambos only. Additional tamparary bracing to insure stability during construe lion is the responsibility of the erector. Additional permanent bracing of the overall shucture Is the responsibll y of hne building designer. hot general guidance regarding ICWEA.a.e...9e.r fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/fPl1 Qualify Criteria, P113-139 and BC5I1 Bulldng Component 7777 Greenback Lane. Suite 109 Safely Information avallabkn from Truss Plate Institute, 583 D'Ono hio Chive, Madison. yd 53719.. Citrus Heights. CA 95610 • 4, 4 Job Truss Truss Type Oty Ply 608266- -Oak Street- -Bldg 1 -11 R22939935 608266 M4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:20 2006 Page 1 26-10 -13 - 1 5 -9-13 l 11-5-12 11 -3 18-7 -7 1 26-0-4 263 -4 ■ 32 -2 -10 1 38-10 -8 39-1 • 5-9-13 5-7 -14 0-4-7 6-9-4 7-4 -13 0 -34 -7 4-11 -6 6-7 -14 �1 e = 1:68.6 0-7 -1 5x12 MT2OH = ° • 3x4= 3x4 =8x16 3-6 4 5 6 6.00 FT i 3x4 1.5x4 II 213 6 7 1 c d , y . 61.5x4 10 8 e 2•' 7 2 -16 �4 ri 1 a n nt 9 10 rb d1 `� ` � l b 6 6 10x12 MT2OH = 4x10 17 16 15 14 13 12 5x16 2,44 II 4x4 = 4x8 = 4x4 = 8x8 = 3x4 II 244 II 3.00 12 4x4 = 27-3-4 1 5 -9-13 l 11-5-12 1 14 -11 -5 1 18-7 -7 1 22 -39 I 26-0-4 6 4 212 1 32 -2 -10 1 38-1-8 310 5-9-13 5-7 -14 3-5-9 3-8-2 3-8-2 3-8-11 0-3-8 4-11-6 5 -10-14 0-9-0 0-11 -8 Plate Offsets (X,Y): [1:0 -1- 13,0 -2 -0], (3:0 -6- 10,0 -1.4], (6:0- 2- 12,Edge], [9:0- 2- 7,Edge], [9:0- 1- 0,0 -9-4] • LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.60 11 -12 >768 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.85 Vert(TL) - 1.16 11 -12 >397 180 . MT2OH 148/108 TCDL 7:0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.48 9 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 211 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied. 3-6 2 X 4 DF 1800F 1.6E, 6-10 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2 X 6 DF No.2 'Except' WEBS 1 Row at midpt 5 -12 11-12 2 X 6 DF 2400F 1.7E, 9-182 X4DFNo.2 -G 9-11 2 X 6 DF 2400F 1.7E WEBS 2 X 3 SPF Stud 'Except' 6-11 2 X 4 DF No.2 -G REACTIONS (Ib/size) 1= 1768/0 -4 -0, 9= 1837/0 -5-8 Max Horz1=- 29(Ioad case 5) Max Uptiftl=- 310(load case 5), 9=- 367(Ioad case 5) Max Grav1= 2325(Ioad case 2), 9= 2435(toad case 3) FORCES (Ib) - Maximum Compression /Maximum Tension • TOP CHORD 1 -2 =- 4532/608, 2 -3=- 3887/573, 3 -4 =- 3824/597, 4-5=- 3887/604, 5 -6=- 3653/587, 6 -7 =- 7643/1022, 7-8 =- 7628/953, 8 -9 =- 7927/992, 9- 10 =0 /52 BOT CHORD 1- 17=- 452/3914, 16- 17=- 452/3914, 15- 16=- 334/3409, 14- 15= -435/4018, 13- 14=- 435/4018, 12 -13=- 358/3622, 11-12=-341/3537, 9-11=-825/7115 WEBS 2 -17= 0/241, 2 -16=- 563/133, 3 -16 =- 17289, 3 -15 =- 81/1160, 4-15 =- 721/110, 4 -13=- 528/97, 5 -13=- 46/841, 5 -12 =- 1784/227, 7 -11 =- 230 / 110, 6-11=-514/4347, 6-12=-131/1292, 8-11=-134/80 NOTES F,�`E9 PR OFF 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right � - N GIN. s/ exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. �\ 9 OZ 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. �tV .y 3) Unbalanced snow loads have been considered for this design. 15 APE 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Al 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 7) All plates are MT20 plates unless otherwise indicated. . . ' 11 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �• 9) A plate rating reduction of 20% has been applied for the green lumber members. .� ' /r, / 10) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9 F D O N G `lJ 11 This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Co on page 2 - EXPIRATION DATE: 06 -30 -08 September 28,2006 • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE . D Nil esign veld for use only with MTok connec ton. This design Is based only upon paramelon shown, and is for an Individual building component. Applcabliry of design paurmentors and proper Incorporation of component Is rosponsibllty of building designer- not truss designer. Bracing shows B Mindividual MiTek. r lateral support of indual web mambos only. Additional lampoon/ bating to insure slabUSy during construction Is tho responsibility of Inc Iha erector. Additional permanent bracing O1 the overall structure Is the responsibilty oI the buikting designer. For general guidance regarding fabrication, cruelty conlroL storage, delvery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DS111-89 and BCSII Bulling Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Fiala Institute, 583 D'Ono trio Drive, Madison, W 53719. Citrus Heights. CA, 95610 b1 � Job Truss Truss Type Qty Ply 608266- -Oak Street - -Bldg 1 -11 608266 M4 ROOF TRUSS 1 1 R2293993 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:20 2006 Page 2 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 6 = -64, 6- 9 = -64, 9- 10 = -64, 1-15=-20, 13- 15=- 60(F = -40), 12- 13 = -20, 11- 12 = -20, 9- 11 = -20 • • • • • A WARNING- • VeriJj design parameters and READ NOTES ON THIS AND INCLUDED BITER REFERENCE PAGE lid -7473 BEFORE USE. Dosi n void for use only w4lh Miek connectors. This design Is based only upon pai°melon shown, and is.for on Individual buiklIng component. Apptcabk ly of design pmnmentors and proper Incorporcr5on of component is rasporssiblity of building designer - not truss designer. Bracing shown NliTek Is for lateral support of individual web Members only. Additional temporary bracing to insure stability Minna construction Is the responsibility of the elector. Additional permanent bracing of the eve all sbucture is the responsibility of !he buikluig designer. For general guidance regarding PCMER ro ors root, fabrication. qually conlroL storage, deivery, erection and bracing. consult ANSIfTPI1 Duality Criteria, D5B -89 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkrte Institute, 583 D'Ono hie Drive, Madison WI 53719. Citrus Heights. CA, 95610 • v y Job Truss Truss Type Qty Ply 608266 - Oak Street - Bldg 1 R22939940 608266 M5 ROOF TRUSS 1 1 Job Reference (optional) BMC West Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 1r5Tek Industries. Inc. Thu Sep 28 12:00:22 2006 Page 1 1 6 -9 -13 l 13-5-12 13,141.3 19 -4 -8 1 24-10-13 25-3 -4 31-11-3 1 38-10-8 3 -10 - 6 -9 -13 6 -7 -14 0-4-7 5-6-5 5 -6-5 0-4-7 6 -7 -14 6 -11 -5 1 -0-0 Scale -1:663 5x12 = • 3x4 = 5x12 = 3 4 5 rOP 4 11i 8.00 ril 3rd i 3a4 2 8 q q 4 1 7 4x8 13 12 11 10 9 4e8 = 214 11 4e8 = 500 MT2OH = dee = 2a4 II 6-9 -13 13.5 -12 ] 19-4 -8 ] 25-3 -4 31 -11 -3 1 38-10-8 ] 6-9-13 6-7-14 5 -10 -12 5 -10-12 8 -7.14 6 -11 -5 Plate Offsets (X,Y): [1:0 -1- 13,0 -2 -0], 13:0 -6- 10,0 -1 -4], 15:0 -6- 10,0 -1 -4], [7:0- 4 -0,0 -1 -15] • LOADING (psf) SPACING 2 -0-0 . CSI DEFL in (Ioc) Vdefl Ud . PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.44 10 -12 >999 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.59 Vert(TL) - 1.03 10 -12 >446 180 MT2OH 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.15 7 Na Na BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) Weight: 1951b LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' . TOP CHORD Structural wood sheathing directly applied or 2 -7 -11 oc purlins. 3 -5 2 X 4 DF No.2 -G • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 412, 4 -10 WEBS 2 X 3 SPF Stud 'Except* 2- 122X4HF Std, 4- 122X4HFStd,4-102X4HFStd 6- 102X4HFStd REACTIONS (Ib/size) 1= 1851/0 -4-0, 7= 1932/0 -5-8 Max Horz 1= 30(load case 5) Max Uplift 1=- 330(Ioad case 5), 7=- 389(load case 5) Max Gray 1= 2390(load case 2), 7= 2513(load case 3) FORCES (Ib) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =- 4585/649, 2 -3 =- 3900/594, 3 -4=- 3376/577, 4-5 =- 3379/577, 5 -6 =- 3903/593, 6 -7 =- 4590/641, 7 -8 =0/57 BOT CHORD 1 -13 =- 479/3951, 12 -13=- 479/3951, 11- 12=- 371/3446, 10- 11=- 371/3446, 9 -1 -472/3961, 7- 9= -472/3961 WEBS 2 -13=- 6/177, 2 -12 =- 630/177, 3 -12 =- 90/1104, 4 -12 =- 664/76, 4 -10 658/77, 5 -10 89/1107, 6-10 =- 638/169, 6 -9= -7/177 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and �E'.�,D PR OFe n right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. s' 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. �N t• / F9 / e� 3) Unbalanced snow Toads have been considered for this design. t-fi 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 1 f 66PE � r 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 7) All plates are MT20 plates unless per h indicated. ` al 8) This is truss requires plate inspection n the per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) A plate rating reduction of 20% has been applied for the green lumber members. V J ' ' il�1, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 Ib uplift at joint 1 and 389 Ib .. I - / / uplift at joint 7. Ir ' 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard F DONG -.IN) - ANSVTPI 1. 12) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). q@fAD SRIsE(67951�ndard • ( EXPIRATION DATE: 06 -30 -08 September 28,2006 • l a WARNING • Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. p®ap Design void for use only with MTek connoc tors. This design Is based only upon parameters shovel, and is for an individual building component. F � Y � Applicability of design paramenters and proper incorporalon of compononl B responsibillty of building clerlgner- not truss designer. Bracing shown \ iTek• Is for 101ar(11 support of individual web nemlo s only. Additional temporary ❑nciag 10 insure stability during consINC lion Is the responsibility of the elector. AddiSonal pellnanenl bracing of the overall shucfure is the responsibility of Inc bulklwig designer. For general guidance regarding lubrication. quality control storage. deivesy. erection and bracing. consu8 ANSI/1311 Qualify Criteria, 099.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Inslituto, 583 O'Onohso Drive. Madison, WI Citrus Heights. Cq 95610 .A 4 Job Truss Truss Type Qty Ply 608266 - Oak Street - Bldg 1 - 11 R22939940 608266 M5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. .97140 6.100 s Sep 17 2004 MiTek Industries. Inc. Thu Sep 28 12:00:22 2006. Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -64, 3- 5 = -64, 5- 8 = -64, 1- 12 = -20, 10- 12=- 60(F = -40), 7- 10= -20 • • • • • • • • • • • • • • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•74T3 BEFORE USE. Design veld for use only wtlh NiTek connec tors. This design Is based only upon poi amolen show% and is for an I ndiviclunl bulling component. Applcablly of design parcrmcnnters and proper incorporation 01 component is responslbilty o1 building designer - not truss designer. Bracing shown iTe k � • is for lateral supporl of individual web members only. Additional temporary bracing to insure stability (Wring construction Is the responsibility of the elector. Additional permanent bracing of the overall shvclure is the responslbilty 01 tine building designer. For general guidance regarding fabrication. qually control storage, delvery, erection and bracing. consult ANSI/TP11 Qualify Criteria, D58.89 and BCSII Building Component 7777 Greenback Lane. Sidle 109 Safety Information available from Truss Plato Institute, 583 D'Onolrio Drive, Madison. Nil 53719. • Citrus Heights. CA, 95610 II r, Job Truss Truss Type Qty Ply 608266 - Oak Street - Blcg 1 R22939941 608266 M6 ROOF TRUSS 1 1 Job Reference (optional) . BMC West Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries. Inc. Thu Sep 28 12:00:35 2006 Page 1 6 -9 -13 13 -5.12 1310 -3 19 -4-8 1 24 -10 -13 25 -4 31 -11 -3 1 38 -10-8 39 -10 - 6 - 9 -13 6 -7 -14 0 -4.7 5-6-5 5 -6 -5 0-4 -7 6-7-14 6-11 -5 1 -0 -0 Scale .1:87.0 5a8 i . 4 3 = 7 5x8 3 5 * 6 7 6.00 1 3x4 lxd 2 6 1 9 ' ' �I J Otd c 4x10 4 15 14 13 12 11 4x10 204 11 4x8 = 5x10 MT20H = 4x8 = 214 11 1 6 -9-13 13 -5-12 19-4-8 25-3-4 1 31 -11 -3 38-10 -8 . 6 -9 -13 6-7 -14 5-10 -12 5-10-12 6-7-14 6-11 -5 Rate Offsets (X,Y): [1:0 -1- 13,0 -2 -01, F9:0 -3- 10,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL . . in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(TL) -0.46 12 -14 >995 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -1.06 12 -14 >434 180 MT2OH 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.16 9 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 198 Ib BCDL 10.0 • LUMBER J/ BRACING TOP CHORD 2 X 4 DF 1800E 1.6E *Except* — TOP CHORD Structural wood sheathing directly applied or 2 -5 -10 oc purlins. 3 -6 2 X 4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 5-14, 5-12 WEBS 2 X 3 SPF Stud *Except' 2 -14 2 X 4 HF Std, 5 -14 2 X 4 HF Std, 5.12 2 X 4 HF Std 8- 122X4HFStd • REACTIONS (lb/size) 1= 1932/0 -40, 9= 2013/0 -5 -8 Max Horz 1=- 30(load case 5) Max Uplift 1=- 320(load case 5), 9=- 378(load case 5) Max Gray 1= 2514(load case 2), 9= 2636(load case 3) • FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4850/627, 2 -3=- 4178/570, 3-4= -66/0, 3 -5 =- 3629/555, 5-6=- 3633/555, 6 -7= -66/0, 6 -8 =- 4182/569, 8 -9 =- 4856/618, 9- 10 =0 /57 BOT CHORD 1- 15= -459/4186, 14- 15=- 459/4186, 13- 14=- 349/3711, 12- 13=- 34913711, 11 -12 =- 452/4198, 9-11 =- 452/4198 WEBS 2 -15=- 7/177, 2 -14 =- 609/178, 3 -14 =- 89/1107, 5 -14 =- 680/74, 5 -12= -673/75, 6 -12=- 89/1110, 8 -12 =- 618/171, 8- 11= -8/177 NOTES 03,ED PR OF 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp B; enclosed; C -C Exterior(2); cantilever left and s right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. � � �. 19 0I 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. ct 15 i • P E 9 r 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. . • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 10P 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . , r ! � • / Ai 9) A plate rating reduction of 20% has been applied for the green lumber members. . r 1,10k ��f 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 Ib uplift at joint 1 and 378 Ib 4. uplift at joint 9. • DONG . - 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard . ANSVTPI 1. ' 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ( EXPIRATION DATE: 06-30 -08 Continued on page 2 September 28,2006 ' A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED TER RBTERENC 8117 E. E PAGE -7473 BEFORE USE Design void for use only wtlh MTok connectors This design Is based only upon Iar omolen shown. and is for an Individual building component. AppOCabl0ty of clesign paromenters and properincorpora5on of component Is rospons@ilty of buirdkng designer not truss designer. Bracing shown Millek Is for lateral support of individual web members only. Additional temporary Sacing to insure stablaty during construction is the responsibility of the erector. Additional permanent bracing of the overall shuclure is the responsibily el One building designer. For general guidance regarding lobricalion, qualty conlrol storage, deivery, erection and bracing, conuu0 ANSI/TPI1 nudity Criteria, 058.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Stile 109 Safety Inlorma5on available from Truss Pkrfe Institute, 583 D'Ono hio Drive, Madison, WI 53719. Citrus Heights. CA 55610 ,.i 4 J russs Type Qty Ply 608266 –Oak Street –Bldg 1 -11 R22939941 608266 TM6 ROOF TRUSS 1 1 Job Reference (optional) BMC West– Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 12:00:35 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) • Vert: 1- 3 = -64, 3- 4 = -64, 3- 6 = -64, 6- 7 = -64, 6- 10 = -64, 1- 14 = -20, 12- 14=- 60(F =-40), 9- 12 = -20 • • • • • • • • • • • • • A WARNING • Verify design parameters and READ ns'O. ; ON THIS AND INCLUDED MITER' REFERENCE PAGE MD -7473 BEFORE USE. Eta Da3itpl vat&lor use a1y.Wilh MTek conneC tors This design r.. ',sad 'only upon parameters shown, and is for an individual building component. Applicability of design parcrmentors and proper incaposatioi 7! :;,mponent Is responslbily of building designer- not truss designer. Bracing shown IVliTek� Is for retool support of mclividual web members only. Addition. r 1' rntx aruy bracing to Insure stablhty during construe lion Is the responsibility of the erector. Additional permanent bracing of the overall shuclure r:: t responsibll y ul 11e bulKThlg designer. For general guidance regarding Pcrce ro Veervs... - lubrication. cruelty conlroL storage. deivery, erecaon and brae&.. cons . ANSI/TPI1 Quality Criteria, 6384? and BCSII Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Pkito Institute, 583 tI Onokir. Drive, Madison. WI 53719. Citrus Heights. CA 95610 a. Job Truss Truss Type Oty Ply 608266 - -Oak Street —Bldg 1 -11 R2293994 608266 MGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Sep 28 10:58:24 2006 Page 1 1 7-6-0 1 15-0-0 1 16-0-0 1 ^ 7-6-0 7 -6-0 1 -0-0 Scale = 1:28.7 4x4 = 4 1.5x4 II 1.5x4 11 6.00 12 5 3 1.5x4 II 1 I 1.5x4 11 1-4 8g 2 48 1 7 d i : iii iiirill 1 Y Y Y Y 8 13 d d 3x4 = 1.5x4 II 1.5x4 11 1.5x4 II 1.5x4 11 1.5x4 11 3x4 = I 15-0-0 I 15-0-0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 8 n/r 120 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.12 Vert(rL) -0.00 8 n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 Na n/a BCLL 0.0 • BCDL 10.0 Code IBC2003/TPI2002 • (Matrix) • Weight: 59 lb • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 1= 129/15 -0-0, 7= 205/15 -0-0, 11= 174/15 -0 -0, 12= 114/15 -0 -0, 13= 300/15 -0-0, 10= 122/15 -0-0, 9= 281/15 -0-0 • Max Horz1=- 25(load case 5) Max Upliftl=- 21(Ioad case 5), 7=- 78(load case 5), 12=- 32(load case 5), 13=- 95(load case 5), 10=- 39(load case 5), 9=- 78(load case 5) Max Grav1= 176(load case 2), 7= 291(load case 3), 11= 174(Ioad case 1), 12= 171(load case 2), 13= 417(load case 2), 10 =1 B4(Ioad case 3), 9= 388(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 89/66, 2 -3 =- 77/65, 3-4=-60/96, 4- 5=- 60/96, 5-6=- 74/64, 6- 7=- 93/62, 7-8 =0/48 BOT CHORD 1 -13 =0/57, 12 -13 =0/57, 11 -12 =0/57, 10-11 =0/57, 9- 1 0/57, 7 -9 =0/57 WEBS 4-11=-124/0, 3- 12=- 158/53, 2 -13=- 315 /114, 5-10 =- 164/56, 6. 302/106 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; FulIy.Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 40 PROFF 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. (, s 8) Gable requires continuous bottom chord bearing. %CD O F9 WO 9) Gable studs spaced at 2 -0-0 oc. C.i 2 10) A plate rating reduction of 20% has been applied for the green lumber members. - 1 / 66PE 9 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • 4 111. lia. Nr ill / � d ./ SONG . • EXPIRATION DATE: 06 -30 -08 . September 28,2006 o aik WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M17-7473 BEFORE USE. Knp0 Design vald for use only with MTok connectors. This design Is based only upon parameters shows, and Is for an Individual building component. EMU Appricablhty of design pardmenlers and proper Incorporation of component is responslbllly of building cresigner- nol truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Adclllional temporary bacsng to insure stability during construction Is the responsibility of the erector. Additional permanent bracing 01 8re overall shucture is the sesporrsiblity 01 Bee building designer. For general guidance regarding lubrication, cruelty conlroL storage, deivery, erection and bracing. consult ANSI/TPl1 OuaBly Criteria, 059.89 and BCSII. Bulling Component 7777 Greenback Lane. Stile 109 Safety Information available from Truss Plato Instilu to, 583 D'Orohio Drive, Madison. IM 53719. Citrus Heights. CA. 95610 Symbols Num• bering System ® General Safety Notes PLATE LOCATION AND ORIENTATION _h -1 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4 -8 d imensions shown in ft -in- sixteenths Damage or Personal Injury rani Dimensions are in ft -in- sixteenths. I (Drawings not to scale) h146 App p 1. Additional stability bracing for truss system, e. and fully ly embed lates to both teeth. sides of truss v g v e.g. diagonal or X- bracing, is always required. See BCSII. -1 /le 1 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator _ Cl - G2.3 bracing should be considered. 1-4No Q 4 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U designer, erection supervisor, property owner and plates 0 -vii' from outside O all other Interested parties. • edge of truss. O 5. Cut members to bear tightly against each other. C7 r26.7 C5-6 ,- • BOTTOM CHORDS 6. Place plates on each lace of truss at each This symbol indicates the 8 7 6 5 Joint and embed fully. Knots and wane at joint .required direction of slots in locations are regulated by ANSI /TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from 'Plate location details available In MiTek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. 8. Unless otherwise noted. moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LErTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 width measured perpendicular NUMBERS /LETTERS. 10. Camber Is a non - structural consideration and is the x slots. Second dimension is responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and /or ESR 1311,ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 9730, 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T. I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 It. spacing, BEARING or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 16. Do not cut or Truss member or plate without p � rior 1 1% MI reaction section indicates joint approval of an engineer. INIMIN number where bearings occur. 17. Install and load vertically unless Indicated otherwise. • I a • 18. Use of green I, treated lumber ma =� y pose unacceptable envlronmenfa health or performance risks. Consult with Industry Standards:, project engineer before use. ANSI /TPI1: National Design Specification for Metal a 19. Review all portions of this design (front. back. words Plate Connected Wood Truss Construction. MiTek and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, 20. Design assumes manufacture In accordance with POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 1 • • MST2006 -00197 8934 SW ELENA LN MST2006 -00198 8930 SW ELENA LN MST2006 -00199 8926 SW ELENA LN MST2006 -00200 8922 SW ELENA LN MST2006 -00201 8918 SW ELENA LN MST2006-00202 8900 SW ELENA LN MST2006 -00203 8896 SW ELENA LN MST2006 -00204 8892 SW ELENA LN MST2006-00205 8888 SW ELENA LN MST2006 -00206 8884 SW ELENA LN MST2006-00207 8880 SW ELENA LN o t• � 0'5'O -5731 . vv eieyuck N5r02oalp — yg Y-e A a 'd_' 445 0V6 o°,20 N • , . Structural Calculations for: Oak Street Townhomes - • 8875 SW Oak Street, 97223 UC l i 0 2006 Project No: 10009.04.01 - Units 1 -11 • Issue Date: 6/28/2006 Rev.10 -02 -06 . • _. - Design Criteria -- _ Roof Loads Wall Loads • Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding • 2.00 psf 2x framing & 1 /2" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf 1/2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live /Snow Loads I 25.00) psf 1/2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf 1 /2" underlayment 1.50 psf 3 /" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf 12" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf %2" GWB 2.00 psf Total Live Loads I 40.00Ipsf Miscellaneous 0-_QQ psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf • Elevated Concrete Floor DL•= I 0.00Ipsf Floor diaphragms: (glued) 3/4" T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 30 Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.= ((Elev- 38O)8r212) +25) PSF 0 COPY Concrete foundations: 3000 -psi mix Concrete Flatwork: 2000 -psi mix Beams and stringers: DF /L #1 or better Repetitive Joists: DF /L #2 or better Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates © FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 • Structural components - ASTM A36 P repared by: C o rcrtirecturc /pl ®nning In 9725 SW Beaverton Hillsdale Hw Suite 210E Beaverton, Oregon 97005 -33e4 II 503 644.7061 I. 503 444.7609 6f.5000686 American 6 8Lm GI NQWC NGR6 min. lconarOiaGmrn THIS DOCUMENT IS PROVIDED TO CONVEY THE INTE. 1 OF. THE ACCOMPANYING SiR'JC:TURAL DIAGRAMS. r f" IS PREPARED SOLELY File THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES TriE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DES!'GN PROFESSIONAL NO WARRANT `r iS OFFERED OR I !PL IED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EXECUTION, IN 1HE EVENT OF QN AMBIGUITY' OR DISCRE PANC:`.'. i .`` I r 1 Footinq Design f Error: No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch NA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:55:19 PM Project: 10009 -04 -01 - Location: F -1 Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 3089 LB ,. Dead Load: PD= 1280 LB Total Load: PT= 4369 LB Ultimate Factored Load: Pu= 7043 LB - Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 4.00 IN Baseplate Length: bsl= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1092 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 3.18 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearinq= 7043 LB Allowable Bearing: Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1101 LB Allowable Beam Shear. vc1= 12750 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 41.00 IN Punching Shear: Vu2= 5759 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 65344 LB Allowable Punchinq Shear (ACI 11 -36): vc2 -b= 88188 LB Allowable Punchinq Shear (ACI 11 -37): vc2 -c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB 1 Bending Calculations: Factored Moment: Mu= 14674 IN -LB Nominal Moment Strength: Mn= 127575 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.07 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As -reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Lenqth Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 7.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. 1 ER nLE Y 1 I ' r ..._ Footing Design [ Error: No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:55:31 PM Project: 10009 -04 -01 - Location: F -2 Summary: Footing Size: 2.25 FT x 2.25 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN. O.C. E/W / (3) min. • Footing Loads: Live Load: PL= 1602 LB Dead Load: PD= 4296 LB Total Load: PT= 5898 LB - Ultimate Factored Load: Pu= 8738 LB Footing Properties: Allowable Soil Bearinq Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcinq Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover. c= 3.00 IN Footing Size: Width: W= 2.25 FT Length: L= 2.25 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 4.00 IN Baseplate Length: bsl= 4.00 IN Bearing Calculations: Ultimate Bearinq Pressure: Qu= 1165 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 4.29 SF Area Provided: A= 5.06 SF Baseplate Bearinq: Bearinq Required: Bearing= 8738 LB Allowable Bearinq: Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1699 LB Allowable Beam Shear. vc1= 14344 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 7479 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 65344 LB Allowable Punchinq Shear (ACI 11 -36): vc2 -b= 88188 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 21400 IN -LB Nominal Moment Strength: Mn= 128119 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.10 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.54 IN2 Controlling Reinforcing Steel: As -regd= 0.54 IN2 Selected Reinforcement: #4 Bars @ 10.00 IN. O.C. E/W 1 (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 8.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. 1 Footing Desiqn f Error. No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:55:44 PM Project: 10009 -04 -01 - Location: F -3 Summary: Footing Size: 3.25 FT x 3.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (5) min. . Footing Loads: - Live Load: PL= 3981 LB Dead Load: PD= 9504 LB Total Load: PT= 13485 LB Ultimate Factored Load: Pu= 20073 LB - Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcinq Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.25 FT Length: L= 3.25 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 4.00 IN Baseplate Length: bsl= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1277 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 9.99 SF Area Provided: A= 10.56 SF Baseplate Bearing: Bearing Required: Bearing= 20073 LB Allowable Bearing: • Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): _ Beam Shear. Vu1= 4761 LB Allowable Beam Shear. vc1= 27349 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 49.00 IN Punching Shear: Vu2= 18093 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 103084 LB Allowable Punchinq Shear (ACI 11 -36): vc2 -b= 150068 LB Allowable Punching Shear (ACI 11 -37): vc2-c= 68723 LB Controlling Allowable Punching Shear: vc2= 68723 LB Bending Calculations: Factored Moment: Mu= 78813 IN -LB Nominal Moment Strength: Mn= 283066 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.47 IN Steel Required Based on Moment: As(1)= 0.27 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.94 IN2 Controlling Reinforcing Steel: As -regd= 0.94 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 14.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. 9 q P 9 q r i its 4 Footing Design f Error: No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 1:12:59 PM Project: 10009 -04 -01 - Location: F-4 Summary: Footinq Size: 4.5 FT x 4.5 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (7) min. • Footing Loads: Live Load: PL= 12364 LB Dead Load: PD= 14282 LB Total Load: PT= 26646 LB ' Ultimate Factored Load: Pu= 41014 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover. c= 3.00 IN Footing Size: Width: W= 4.5 FT Lenqth: L= 4.5 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 4.00 IN Baseplate Length: bsl= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1316 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 19.74 SF Area Provided: A= 20.25 SF Baseplate Bearing: _ Bearing Required: Bearing= 41014 LB Allowable Bearing: Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 12722 LB Allowable Beam Shear: vc1= 37868 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 49.00 IN Punching Shear. Vu2= 38903 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 103084 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 150068 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 68723 LB Controlling Allowable Punching Shear: vc2= 68723 LB Bending Calculations: Factored Moment: Mu= 237347 IN -LB Nominal Moment Strength: Mn= 396163 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 IN Steel Required Based on Moment: As(1)= 0.81 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 1.30 IN2 Controlling Reinforcing Steel: As -reqd= 1.30 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV/(7) Min. Reinforcement Area Provided: As= 1.37 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 22.00 IN 1 ' 1" Y .. Footing Design 1 Error: No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:56:09 PM Project: 10009 -04 -01 - Location: F -5 Summary: Footing Size: 4.75 FT x 4.75 FT x 12.00 IN Reinforcement: #6 Bars @ 12.00 IN. O.C. E/W / (5) min. . Footing Loads: Live Load: PL= 22380 LB Dead Load: PD= 24761 LB Total Load: • PT= 47141 LB Ultimate Factored Load: Pu= 72711 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 4.75 FT Length: L= 4.75 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 7.88 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 8.00 IN Baseplate Length: bsl= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 2089 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 2363 PSF Required Footing Area: Areq= 19.95 SF Area Provided: A= 22.56 SF Baseplate Bearing: Bearing Required: Bearinq= 72711 LB Allowable Bearing: Bearing - Allow= 190400 LB Beam Shear Calculations (One Way Shear): _ Beam Shear. Vu1= 22483 LB Allowable Beam Shear. vc1= 38154 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 55.50 IN Punching Shear. Vu2= 68403 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 111451 LB Allowable Punchinq Shear (ACI 11 -36): vc2 -b= 142577 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 74301 LB Controlling Allowable Punching Shear: vc2= 74301 LB Bending Calculations: Factored Moment: Mu= 482351 IN -LB Nominal Moment Strength: Mn= 596940 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.73 IN Steel Required Based on Moment: As(1)= 1.77 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 1.37 IN2 Controlling Reinforcing Steel: As -reqd= 1.77 IN2 Selected Reinforcement: #6 Bars @ 12.00 IN. O.C. ENV / (5) Min. Reinforcement Area Provided: As= 2.21 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 24.50 IN r , . Footing Design r Error: No Data in file 1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -27 -2006: 10:28:42 AM Project: 10009 -04 -01 - Location: F -6 Summary: Footing Size: 4.0 FT x 8.0 FT x 12.00 IN Reinforcement in Long Direction: #4 Bars (a 2.96 IN. O.C. / (15) min. Reinforcement in Short Direction: #4 Bars @ 6.00 IN. O.C. / (16) min. Footing Loads: Live Load: PL= 27000 LB . Dead Load: PD= 24333 LB Total Load: PT= 51333 LB Ultimate Factored Load: Pu= 72400 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 4.0 FT Lenqth: L= 8.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 12.00 IN Baseplate Length: bsl= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1604 PSF Effective Allowable Soil Bearing Pressure: Qe= 1850 PSF Required Footing Area: Areq= 27.75 SF Area Provided: A= 32.0 SF Baseplate Bearing: Bearing Required: _ Bearing= 72400 LB Allowable Bearing: Bearing - Allow= 285600 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 27715 LB Allowable Beam Shear: vc1= 33660 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 61.00 IN Punching Shear: Vu2= 68761 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 106941 LB Allowable Punchinq Shear (ACI 11 -36): vc2 -b= 158483 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 85553 LB Controlling Allowable Punching Shear. vc2= 85553 LB Bending Calculations (Long Direction): Factored Moment: Mu -long= 763590 IN -LB Nominal Moment Strength: Mn -long= 813124 IN -LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a -Ionq= 1.15 IN Steel Required Based on Moment: As(1) -long= 2.75 IN2 Minimum Code Required Reinforcement: As(2 )-lona= 1.15 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI- 10.5.4): As -reqd -Ionq= 2.75 IN2 Selected Reinforcement: #4 Bars @ 2.96 IN. O.C. / (15) Min. Reinforcement Area Provided: As -long= 2.94 IN2 Development Length Calculations (Long Direction): Development Length Required: Ld -long= 15.00 IN Development Length Provided: Ld -prov -long= 42.00 IN Bending Calculations (Short Direction): Factored Moment: Mu -short= 301665 IN -LB Nominal Moment Strength: Mn -short= 897781 IN -LB Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: a -short= 0.62 IN Steel Required Based on Moment: As(1) -short= 1.03 IN2 Minimum Code Required Reinforcement (Shrink./Temp. ACI- 10.5.4): As(2 )-short= 2.30 IN2 Controlling Reinforcing Steel: As -reqd -short= 2.30 IN2 Selected Reinforcement: #4 Bars © 6.00 IN. O.C. / (16) Min. Reinforcement Area Provided (Total): As -short= 3.14 IN2 Development Length Calculations (Short Direction): Development Length Required: Ld- short= 15.00 IN Development Length Provided: Ld -prov -short= 17.00 IN ./ 1 I Footing Design 1 Error. No Data in file 1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -27 -2006: 10:40:34 AM Project: 10009 -04 -01 - Location: F -7 Summary: Footing Size: 3.0 FT x 6.0 FT x 12.00 IN Reinforcement in Lonq Direction: #4 Bars A 5.90 IN. O.C. / (6) min. Reinforcement in Short Direction: #4 Bars @ 6.00 IN. O.C. / (12) min. Footing Loads: Live Load: PL= 14834 LB Dead Load: • PD= 12950 LB _ Total Load: PT= 27784 LB Ultimate Factored Load: Pu= 39274 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 6.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 12.00 IN Baseplate Length: bsl= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1544 PSF Effective Allowable Soil Bearing Pressure: Qe= 1850 PSF Required Footing Area: Areq= 15.02 SF Area Provided: A= 18.0 SF Baseplate Bearing: Bearing Required: Bearing= 39274 LB Allowable Bearing: Bearing- Allow= 285600 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 13501 LB Allowable Beam Shear: vc1= 25245 LB Punching Shear Calculations (Two.way shear): Critical Perimeter. Bo= 61.00 IN Punching Shear: Vu2= 35766 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 106941 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 158483 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 85553 LB Controlling Allowable Punching Shear: vc2= 85553 LB Bending Calculations (Long Direction): Factored Moment: Mu -long= 297013 IN -LB Nominal Moment Strength: Mn -long= 336668 IN -LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a -long= 0.62 IN Steel Required Based on Moment: As(1)-long= 1.03 IN2 Minimum Code Required Reinforcement: As(2 )-long= 0.86 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI- 10.5.4): As -regd -long= 1.03 IN2 Selected Reinforcement: #4 Bars @ 5.90 IN. O.C. / (6) Min. Reinforcement Area Provided: As -long= 1.18 IN2 Development Length Calculations (Long Direction): Development Length Required: Ld -long= 15.00 IN Development Length Provided: Ld -prov -long= 30.00 IN Bending Calculations (Short Direction): Factored Moment: Mu -short= 106914 IN -LB Nominal Moment Strength: Mn -short= 673336 IN -LB Reinforcement Calculations (Short Direction): - Concrete Compressive Block Depth: a -short= 0.62 IN Steel Required Based on Moment: As(1 )-short= 0.36 IN2 Minimum Code Required Reinforcement (Shrink./Temp. ACI- 10.5.4): As(2 )-short= 1.73 IN2 Controlling Reinforcing Steel: As -reqd -short= 1.73 IN2 - Selected Reinforcement: #4 Bars @.6.00 IN. O.C. / (12) Min. Reinforcement Area Provided (Total): As -short= 2.36 IN2 Development Length Calculations (Short Direction): Development Length Required: Ld -short= 15.00 IN Development Length Provided: Ld -prov -short= 11.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design f 2003 International Residential Code (01 NDS)1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 10 -05 -2006: 10:34:00 AM Project: 10009 -04 -01 - Location: F8 Summary: Footing Size: 1.5 FT x 5.0 FT x 10.00 IN Reinforcement in Lonq Direction: #4 Bars (a1 5.75 IN. O.C. / (3) min. Reinforcement in Short Direction: #4 Bars @ 4.50 IN. O.C. / (13) min. Footing Loads: Live Load: PL= 4528 LB . Dead Load: PD= 6840 LB Total Load: PT= 11368 LB Ultimate Factored Load: Pu= 15453 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover. c= 3.00 IN Soil Overburden Height: SoiIH= 1.67 FT Soil Overburden Weight: SoiIW= 150.00 PCF Footing Size: VVidth: W= 1.5 FT Length: L= 5.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1516 PSF Effective Allowable Soil Bearing Pressure: Qe= 1625 PSF Required Footing Area: Areq= 7.0 SF Area Provided: A= 7.5 SF Baseplate Bearing: Bearing Required: Bearinq= 15453 LB Allowable Bearing: Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 5602 LB Allowable Beam Shear. vc1= 9563 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear. Vu2= 13950 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 65344 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 88188 LB Allowable Punchinq Shear (ACI 11 -37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations (Lonq Direction): Factored Moment: Mu -long= 100958 IN -LB Nominal Moment Strength: Mn -long= 125944 IN -LB Reinforcement Calculations (Lonq Direction): Concrete Compressive Block Depth: a -long= 0.62 IN Steel Required Based on Moment: As(1 )-long= 0.47 IN2 Minimum Code Required Reinforcement: As(2) -long= 0.36 IN2 Controlling Reinforcinq Steel (Shrinkage/Temperature ACI- 10.5.4): As -reed -long= 0.47 IN2 Selected Reinforcement: #4 Bars @ 5.75 IN. O.C. / (3) Min. Reinforcement Area Provided: As -long= 0.59 IN2 Development Length Calculations (Lonq Direction): Development Length Required: Ld -long= 15.00 IN Development Length Provided: Ld -prov -long= 25.00 IN Bending Calculations (Short Direction): Factored Moment: Mu -short= 21033 IN -LB Nominal Moment Strength: Mn -short= 537275 IN -LB Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: a -short= 0.80 IN Steel Required Based on Moment: As(1) -short= 0.09 IN2 Minimum Code Required Reinforcement (Shrink./Temp. ACI- 10.5.4): As(2 )-short= 1.20 IN2 ' Controlling Reinforcinq Steel: As -reqd -short= 1.20 IN2 Selected Reinforcement: #4 Bars @ 4.50 IN. O.C. / (13) Min. Reinforcement Area Provided (Total): As -short= 2.55 IN2 Development Length Calculations (Short Direction): Development Length Required: Ld -short= 15.00 IN Development Length Provided: Ld -prov -short= 4.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. • 1 Footinq Design F 2003 International Residential Code (01 NDS)1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -28 -2006: 10:47:51 AM ' Project: 10009 -04 -01 - Location: F9 Summary: Footing Size: 1.5 FT x 3.5 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars A 11.00 IN. O.C. / (2) min. Reinforcement in Short Direction: #4 Bars @ 6.00 IN. O.C. / (7) min. - Footing Loads: Live Load: PL= 1351 LB Dead Load: • PD= 4372 LB _ Total Load: PT= 5723 LB Ultimate Factored Load: Pu= 7408 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strenqth: F'c= 2500 PSI Reinforcing Steel Yield Strenqth: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Soil Overburden Height: SoiIH= 1.67 FT Soil Overburden Weight: SoiIW= 150.00 PCF Footing Size: Width: W= 1.5 FT Length: L= 3.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearinq Pressure: Qu= 1090 F'SF Effective Allowable Soil Bearing Pressure: Qe= 1125 F'SF Required Footing Area: Areq= 5.09 SF • Area Provided: - - . A= .5.25 SF Baseplate Bearinq: Bearinq Required: Bearing= 7408 LB Allowable Bearinq: Bearing- Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 2249 LB Allowable Beam Shear. vc1= 9563 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 41.00 IN Punching Shear: Vu2= 6378 LB Allowable Punchinq Shear (ACI 11 -35): vc2 -a= 65344 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 88188 LB Allowable Punchinq Shear (ACI 11 -37): vc2 -c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations (Lonq Direction): Factored Moment: Mu -long= 31837 IN -LB Nominal Moment Strength: Mn -long= 85413 IN -LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a -long= 0.41 IN Steel Required Based on Moment: As(1 )-long= 0.14 IN2 Minimum Code Required Reinforcement: As(2) -long= 0.36 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI- 10.5.4): As -reqd -long= 0.36 IN2 Selected Reinforcement: #4 Bars @ 11.00 IN. O.C. / (2) Min. Reinforcement Area Provided: As -long= 0.39 IN2 Development Length Calculations (Long Direction): Development Length Required: Ld -long= 15.00 IN Development Lenqth Provided: Ld -prov -long= 16.00 IN Bending Calculations (Short Direction): Factored Moment: Mu -short= 10083 IN -LB Nominal Moment Strength: Mn- short= 293869 IN -LB Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: a -short= 0.62 IN Steel Required Based on Moment As(1)-short= 0.04 It\'2 Minimum Code Required Reinforcement (Shrink./Temp. ACI- 10.5.4): As(2 )-short= 0.84 IN2 Controlling Reinforcing Steel: As -reqd -short= 0.84 IN2 - Selected Reinforcement: #4 Bars @ 6.00 IN. O.C. / (7) Min. Reinforcement Area Provided (Total): As -short= 1.37 IN2 Development Length Calculations (Short Direction): Development Lenqth Required: Ld -short= 15.00 IN Development Length Provided: Ld- prov -short= 4.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. . Footing Design [ 2003 International Residential Code (01 NDS)1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -28 -2006: 11:59:21 AM Project: 10009 -04 -01 - Location: F10 Summary: Footinq Size: 1.5 FT x 2.0 FT x 10.00 IN . Reinforcement in Lonq Direction: #4 Bars (a7 11.00 IN. O.C. / (2) min. Reinforcement in Short Direction: #4 Bars @ 8.00 IN. O.C. / (3) min. Footing Loads: Live Load: PL= 1067 LB Dead Load: PD= 2411 LB Total Load: PT= 3478 LB Ultimate Factored Load: Pu= 4600 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strenqth: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover. c= 3.00 IN Footing Size: Width: W= 1.5 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1159 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.53 SF Area Provided: A= 3.0 SF Baseplate Bearing: Bearing Required: Bearing= 4600 LB Allowable Bearing: Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 1102 LB Allowable Beam Shear: vc1= 9563 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear. Vu2= 3482 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 65344 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 88188 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations (Long Direction): Factored Moment: Mu -long= 13801 IN -LB Nominal Moment Strength: Mn -long= 85413 IN -LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a -long= 0.41 IN Steel Required Based on Moment: As(1) -long= 0.06 IN2 Minimum Code Required Reinforcement: As(2) -long= 0.36 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI- 10.5.4): As -reqd -long= 0.36 IN2 Selected Reinforcement: #4 Bars @ 11.00 IN. O.C. 1 (2) Min. Reinforcement Area Provided: As -long= 0.39 IN2 Development Length Calculations (Long Direction): Development Length Required: Ld -long= 15.00 IN Development Length Provided: Ld -prov -long= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Bending Calculations (Short Direction): Factored Moment: Mu -short= 10351 IN -LB Nominal Moment Strength: Mn -short= 127575 IN -LB Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: a -short= 0.46 IN Steel Required Based on Moment: As(1) -short= 0.05 IN2 Minimum Code Required Reinforcement (Shrink./Temp. ACI- 10.5.4): _ As(2) -short= 0.48 IN2 Controlling Reinforcing Steel: As -reqd -short= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. / (3) Min. Reinforcement Area Provided (Total): As -short= 0.59 IN2 Development Length Calculations (Short Direction): Development Length Required: Ld -short= 15.00 IN Development Length Provided: Ld -prov -short= 6.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. 1 Columnf Error: No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 11:25:45 AM . Project: 10009 -04 -01 - Location: P -1 Worse case 4x4 Summary: 3.5 IN x 3.5 IN x 10 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 9.4% Vertical Reactions: Live: Vert- LL -Rxn= 2250 LB Dead: Vert- DL -Rxn= 2284 LB Total: Vert- TL -Rxn= 4534 LB Axial Loads: - Live Loads: PL= 2250 LB Dead Loads: PD= 2250 LB Column Self Weight: CSW= 34 LB Total Loads: PT= 4534 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor. Cd- Axial= 1.00 Column Data: Lenqth: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.15 IN3 Section Modulus (Y -Y Axis): Sy= 7.15 IN3 Slendemess Ratio: Lex/dx= 34.29 Ley /dy= 34.3 Properties For. #1- Douglas Fir -Larch Compressive Stress: Fc= 1500 PSI ` Modulus of Elasticity: E= . 1700000 PSI Bending Stress (X -X Axis): Fbx= 1000 PSI Bendinq Stress (Y -Y Axis): Fby= 1000 PSI Adjusted Properties: Fc': Fc'= 409 PSI Adjustment Factors: Cd =1.00 Cf =1.15 Cp =0.24 Column Calculations (Controlling Case Only): Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 370 PSI Allowable Compressive Stress: Fc'= 409 PSI Columnf En No Data in file 1 Ver: 6.00.2 By: Dan L. Goodrich , ICON architecture /planning inc. on: 06 -21 -2006: 10:13:08 AM Project: 10009 -04 -01 - Location: P2 - Worst case 6x6 Summary: 5.5 IN x 5.5 IN x 10 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 37.7% • Vertical Reactions: Live: Vert-LL -Rxn= 8000 LB Dead: Vert-DL -Rxn= 5084 LB Total: Vert-TL -Rxn= 13084 LB Axial Loads: Live Loads: PL= 8000 LB Dead Loads: PD= 5000 LB Column Self Weight: CSW= 84 LB Total Loads: PT= 13084 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN 1 Axial Duration Factor: Cd- Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X -X Axis): Sx= 27.73 IN3 Section Modulus (Y -Y Axis): Sy= 27.73 IN3 Slendemess Ratio: Lex/dx= 21.82 Ley /dy= 21.8 Properties For: #1- Douglas Fir -Larch Compressive Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 1200 PSI Bendinq Stress (Y -Y Axis): Fby= 1200 PSI Adjusted Properties: Fc': Fc'= 694 PSI Adjustment Factors: Cd =1.00 Cp =0.69 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 433 PSI Allowable Compressive Stress: Fc'= 694 PSI Column( Error: No Data in file 1 Ver: 6.00.2 ' By: Dan L. Goodrich , ICON architecture /planning inc. on: 06 -21 -2006: 10:01:30 AM . Project: 10009 -04 -01 - Location: P3 - 4x Post under M7 - worst case Summary: 3.5 IN x 7.25 IN x 8 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 11.5% Vertical Reactions: _ Live: Vert-LL -Rxn= 3981 LB Dead: Vert-DL -Rxn= 9560 LB Total:. Vert-TL -Rxn= 13541 LB Axial Loads: - Live Loads: PL= 3981 LB Dead Loads: PD= 9504 LB Column Self Weight: CSW= 56 LB Total Loads: PT= 13541 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor. Cd- Axial= 1.00 Column Data: Length: L= 8.0 FT Maximum Unbraced Length (X -X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 8.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 7.25 IN Column Section (Y -Y Axis): dv= 3.50 IN Area: A= 25.38 IN2 Section Modulus (X -X Axis): Sx= 30.66 IN3 Section Modulus (Y -Y Axis): Sy= 14.80 IN3 Slendemess Ratio: Lex/dx= 13.24 Ley /dy= 27.4 Properties For: #1- Douglas Fir -Larch Compressive Stress: Fc= 1500 PSI Modulus of Elasticity: E= 1700000 PSI Bending Stress (X -X Axis): Fbx= 1000 PSI Bendinq Stress (Y -Y Axis): Fby= 1000 PSI Adjusted Properties: Fc': Fc'= 603 PSI Adjustment Factors: Cd =1.00 Cf =1.05 Cp =0.38 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 534 PSI Allowable Compressive Stress: Fc'= 603 PSI - Column( AISC 9th Ed ASD 1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -27 -2006: 09:34:54 AM Project: 10009 -04 -01 - Location: P4 - Steel Column under Steel Beam Summary: HSS 4 x 4 x 1/4 x 10.0 FT /ASTM A500- GR.B -46 Section Adequate By: 54.7% Vertical Reactions: Live: Vert- LL -Rxn= 14834 LB Dead: Vert- DL -Rxn= 13065 LB Total: Vert- TL -Rxn= 27899 LB Axial Loads: Live Loads: PL= 14834 LB Dead Loads: PD= 12950 LB Column Self Weight: CSW= 115 LB Total Loads: PT= 27899 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 10.0 FT Column End Condition: K= 1.0 Column Bending Coefficient: Cm= 1.0 Properties for.HSS 4 x 4 x 1/4/A500- GR.B -46 Steel Yield Strength: Fy= 46 KSI Modulus of Elasticity: E= 29000 KSI Column Section: (X -X Axis): dx= 4.00 N Column Section: (Y -Y Axis): dy= 4.00 N Column Wall Thickness: t= 0.233 N Area: A= 3.37 N2 Moment of Inertia (X -X Axis): Ix= 7.80 N4 Moment of Inertia (Y -Y Axis): Iv= 7.80 N4 Section Modulus (X -X Axis): Sx= 3.90 N3 Section Modulus (Y -Y Axis): Sv= 3.90 N3 Radius of Gyration (X -X Axis):. rx= 1.52 N Radius of Gyration (Y -Y Axis): ry= 1.52 N Column Compression Calculations: KL/r Ratio (X -X Axis): KLx/rx= 78.9 KUr Ratio (Y -Y Axis): KLy /ry= 78.9 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slendemess Ratio: Cc= 111.6 Allowable Compressive Stress: Fa= 18265 PSI Compressive Stress: fa= 8279 PSI Column( AISC 9th Ed ASD 1 Ver: 6.00.2 By: Dan L. Goodrich , ICON architecture /planning inc. on: 07 -13 -2006 : 2:44:28 PM Project: 10009 -04 -01 - Location: P4 - Steel Column under Steel Beam Summary: 4 X 4 X 1/4 TS -ASTM A500 x 9.25 FT Section Adequate By: 2.7% Vertical Reactions: Live: Vert-LL -Rxn= 11369 LB Dead: Vert-DL -Rxn= 12763 LB Total: Vert-TL -Rxn= 24132 LB • - Axial Loads: Live Loads: PL= 11369 LB Dead Loads: PD= 12650 LB Column Self Weight: CSW= 113 LB Total Loads: PT= 24132 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Column Data: Length: L= 9.25 FT Maximum Unbraced Length (X -X Axis): L x= 9.25 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.25 FT Column End Condition: , K= 2.0 Column Bending Coefficient: Cm= 1.0 Properties for:4 X 4 X 1/4 TS /A500 ® Steel Yield Strength: Fy= 46 KSI Modulus of Elasticity: E= 29000 KSI Column Section: (X -X Axis): dx= 4.00 N Column Section: (Y -Y Axis): dy= 4.00 N Column Wall Thickness: t= 0.25 N Area: A= 3.59 N2 Moment of Inertia (X -X Axis): lx= 8.22 N4 Moment of Inertia (Y -Y Axis): Iv= 8.22 N4 Section Modulus (X -X Axis): _ Sx= 4.11 . N3 Section Modulus (Y -Y Axis): Sy= 4.11 N3 Radius of Gyration (X -X Axis): rx= 1.51 N Radius of Gyration (Y -Y Axis): ry= 1.51 N Column Compression Calculations: air Ratio (X -X Axis): KLx/rx= 147.0 KUr Ratio (Y -Y Axis): KLy /ry= 147.0 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slendemess Ratio: Cc= 111.6 Allowable Compressive Stress: Fa= 6909 PSI Compressive Stress: fa= 6722 PSI lit% 4 0 .,.. " "`r : 70 I3us TJ -Bea 11 7/8" TJ I® 210 16" o/c m® 6.20 Serial Number: 705120337 User: 2 6/21/2006 10:24:28 AM Page Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 31 /13 15' s Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live /Dead /Upliftlrotal 1 Stud wall 3.50" 2.25" 500 / 350 /0/850 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 500 / 350 /0/850 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location • Shear (lbs) • 1000 1000 1655 Passed (60 %) Rt. end Span 1 under Concentrated loading Vertical Reaction (lbs) 995 995 1110 Passed (90 %) Bearing 2 under Concentrated loading Moment (Ft -Lbs) 3013 3013 3620 Passed (83 %) MID Span 1 under Floor (Primary Load Group) loading Live Load Defl (in) 0.225 0.365 Passed (L/779) MID Span 1 under Altemate Deflection Criteria Total Load Defl (in) 0.382 0.729 Passed (L/458) MID Span 1 under Floor (Primary Load Group) loading TJPro 46 30 Passed Span 1 - Deflection Criteria: MINIMUM (LL:U360,TL:U240,ALT:U480 @50.0 psf). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Tim R. Hurlay ICON architecture /planning inc. 9725 Sw Bvrtn Hillsdi. Hwy. Suite 210E Beaverton, OR 97200 Phone : 503-644-7661 Fax :506 - 6447999 trh@iconarchitect.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -: Joist ° ,Pro ° and TJ -Pro` are trademarks of Trus Joist. � -�, M -1 .aVityr 0512 Bucinas 11 7/8" TJI® 210 @ 16" o/c TJ -Beam 7 ® 6.20 Serial Number: 7005120337 User: 2 6/21/2006 10:24:28 AM Paget Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 14' 7.00" Max. Vertical Reaction Total (lbs) 850 850 Max. Vertical Reaction Live (lbs) 500 500 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 42 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 336 -336 Max Shear at Support (lbs) 340 -340 Member Reaction (lbs) 340 340 Support Reaction (lbs) 350 350 Moment (Ft -Lbs) 1241 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 817 -817 Max Shear at Support (lbs) 826 -826 Member Reaction (lbs) 826 826 Support Reaction (lbs) 850 850 Moment (Ft -Lbs) 3013 Live Deflection (in) 0.225 Total Deflection (in) 0.382 Alternate Load deflection check Deflection (in) 0.225 PROJECT INFORMATION: OPERATOR INFORMATION: • Tim R. Hurley ICON architecture /planning inc. 9725 Sw Bvrtn Hillsdl. Hwy. Suite 210E Beaverton, OR 97200 Phone : 503-644-7661 Fax :506- 6447999 trh @iconarchitect.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist ° ,Pro ° and TJ -Pro' are trademarks of Trus Joist. • • ;:::i 141" M1 - cantilevered joist - worst case • • ' TJ- Beame6.20Serial Number: 7 20333 11 7/8" TJI® 210 @ 16" O/C Pagel 2 7/13/2006 3:51:14 PM Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 14' 6" • • • 31 12' 6" b. 2' Product Diagram is Conceptual. • LOADS: Analysis is for a Joist Member. . • Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead • Vertical Loads: • Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 0 255 14' 6° - 16" of 2 walls above • Point(Ibs) Floor(1.00) 120 45 14' 6° . - Floor load from above Point(Ibs) Snow(1.15) 165 275 14' 6° - 11' of roof load from above SUPPORTS: • . • • Input Bearing • Vertical Reactions (lbs) Detail Other • Width Length Live/Dead/Uplift/.Total 1 Stud wall 1.75" 1.75" 329 / 14 / -49 / 343 Al: Blocking 1 Ply 1 1/4" x 11 7/8° .1.3E TimberStrand® LSL 2 Stud wall 5.50" 5.50" 792 / 851 / 0 / 1643 El: Blocking 1 Ply 11 7/8" TJI® 210 • • - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End . • supports, 3 1/2° . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4° without web stiffeners. • -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking,E1: Blocking DESIGN CONTROLS: . Maximum Design Control Control Location • •Shear• {Ibs). 1023 1007 2094 Passed (48 %) Right OH under Snow loading • Vertical Reaction (Ibs) 1448 1448 2565 Passed (56 %) Bearing 2 under Floor loading • Moment (Ft -Lbs) -2099 -2099 4163 Passed (50 %) Right OH under Snow ALTERNATE span loading Live Load Defl (in) 0.094 0.305 Passed (L/999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Den . .(in) 0.094 0.223 Passed (2L/571) Right OH under Snow ALTERNATE span loading TJpro 55 50 Passed Span 1 - Deflection Criteria: HIGH(LL:U480,TL:U240). Additional checks follow. -Right Overhang:(LL:0.200 ", TL:2U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20° Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include altemate member pattem loading. • PROJECT INFORMATION: OPERATOR INFORMATION: 10009.04.01 - Building One • Dan Goodrich ICON architecture /planning inc. 9725 Sw Beaverton Hillsdale Hwy. Suite 210E Beaverton, OR 97005 • Phone : 503 - 644-7661 Fax : 503-644-7669 dan @iconarchitectcom • Copyright 0 2005 by True Joist. a Weyerhaeuser Business TJI' and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist', Pro and TJ- Pro' are trademarks of Trus Joist. • � `� M1 - cantilevered joist - worst case • TJ- aeart�i 6.20 Serial Number: aei r Busm 11 7/8" TJ I ® 2 " o/c User. 2 7/132006 3:51:14 PM 10 @ 16 Paget Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span • Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. • • • • • • • • • • • • • • • • • • • • • • • PROJECT INFORMATION: OPERATOR INFORMATION: 10009.04.01 - Building One Dan Goodrich ICON architecture /planning inc. • 9725 Sw Beaverton Hillsdale Hwy. Suite 210E Beaverton, OR 97005 Phone : 503-644-7661 Fax :503- 644-7669 dan@iconarchitect.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business TJZ° and TJ -Beam° are registered trademarks of Trus Joist. e - Joist ° ,Pro' and TJ -Pro' are trademarks of Trus Joist. t faii... s Ti`� M1 - cantilevered joist - worst case TJ -Beam® 6.20 Serial Nu be 70 11 1 1 7/8 " TJ I® 210 @ 16" O/c 1 User: 2 7/13/1006 3:51:14 PM Page Engine Version: 6.20.16 CONTROLS FOR MEETS HE APPLICATION AND LOADS LISTED • Load Group: Primary Load Group 12' 2.50" 2' 2.75" • Max. Vertical Reaction Total (lbs) 343 1643 Max. Vertical Reaction Live (lbs) 329 792 Selected Bearing Length (in) 1.75(W) 5.50(W) Max. Unbraced Length (in) 82 50 50 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 11 • -217 615 Max Shear at Support (lbs) 13 -231 620 Member Reaction (lbs) 13 851 Support Reaction (lbs) 14 851 Moment (Ft -Lbs) 4 -1331 N/A Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 300 -547 842 Max Shear at Support (lbs) 306 -589 B58 Member Reaction (lbs) 306 . 1448 Support Reaction (lbs) 310 .1448 Moment (Ft -Lbs) 638 -1731 N/A Live Deflection (in) 0.072 -0.023 • Total Deflection (in) 0.040 0.030 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 332 -516 615 Max Shear at Support (lbs) 339 -557 620 Member Reaction (lbs) . 339 1176 Support Reaction (lbs) 343 1176 Moment (Ft -Lbs) 7.82 -1331 N/A Live Deflection (in) 0.094 -0.044 Total Deflection (in) 0.059 0.009 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -21 -248 842 Max Shear at Support (lbs) -20 -264 858 Member Reaction (lbs) -20 1122 Support Reaction (Dos) -18 1122 Moment (Ft -Lbs) N/A -1731 N/A Live Deflection (in) -0.023 0.021 Total Deflection (in) -0.067 0.074 • PROJECT INFORMATION: OPERATOR INFORMATION: . 10009.04.01 - Building One Dan Goodrich ICON architecture /planning inc. . 9725 Sw Beaverton Hillsdale Hwy. Suite 210E Beaverton, OR 97005 Phone : 503-644-7661 Fax : 503-644-7669 d a n @iconarch itect co m Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business T31 and TJ -Beamm are registered trademarks of Trus Joist. e - Joist', Pro and TJ -Pro' are trademarks of Trus Joist. V ve o TT� M1 cantilevered joist - worst case T J•Beam® 6.20 se Nu " mb ` e 7 0 20337 11 7/8" TJ I® 210 16" o/c • User. 2 7/13/2006 3:51:14 PM Page Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • CONTROLS FOR THE APPLICATION AND LOADS LISTED Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 270 -576 1007 Max Shear at Support (lbs) 276 -620 1023 =Member Reaction (lbs) 276 1643 : • Support Reaction (lbs) 280 1643 Moment (Ft -Lbs) 518 -2099 N/A Live Deflection (in) 0.053 -0.004 • Total Deflection (in) 0.024 0.049 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 332 -516 615 Max Shear at Support (lbs) 339 -557 620 Member Reaction (lbs) 339 1176 Support Reaction (lbs) 343 1176 Moment (Ft -Lbs) 782 -1331 N/A Live Deflection (in) 0.094 -0.044 Total Deflection (in) 0.059 0.009 • ALTERNATE span loading on even # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -52 -277 1007 Max Shear at Support (lbs) -50 -294 1023 Member Reaction (lbs) -50 1318 Support Reaction (lbs) -49 1318 Moment (Ft -Lbs) N/A -2099 N/A Live Deflection (in) -0.044 0.040 Total Deflection (in) -0.088 0.094 • • • • • PROJECT INFORMATION: OPERATOR INFORMATION: 10009.04.01 - Building One Dan Goodrich • ICON architecture /planning inc. • • 9725 Sw Beaverton Hillsdale Hwy. Suite 210E Beaverton, OR 97005 • Phone:503- 644 -7661 Fax :503- 644-7669 dan @iconarchitect.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e - Joist ° ,Pro` and TJ -Pro are trademarks of Trus Joist. • , . ' . Floor Joistf Error: No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:57:48 PM Project: 10009 -04 -01 - Location: M -2 Summary: 1.5 IN x 9.25 IN x 12.0 FT (4 + 8) a 16 O.C. / #1 & Btr - Douglas Fir -Larch - Dry Use Section Adequate By: 105.3% Controlling Factor: Area / Depth Required 7.12 In - Left Cantilever Deflections: Dead Load: DLD -Left= 0.01 IN Live Load: LLD -Left= 0.09 IN = 2U1054 Total Load: TLD -Left= 0.10 IN = 2L/987 Center Span Deflections: Dead Load: DLO- Center= 0.00 IN Live Load: LLD - Center= 0.04 IN = L/2319 Total Load: TLD- Center= 0.05 IN = L/2107 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 720 LB Dead Load: DL- Rxn -A= 180 LB Total Load: TL- Rxn -A= 900 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.96 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 320 LB Dead Load: DL- Rxn -B= 60 LB Total Load: TL- Rxn -B= 380 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -B -min= -40 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.41 IN Dead Load Uplift F.S.: FS= 1.5 Joist Data: Left Cantilever Length: L1= 4.0 FT Center Span Length: L2= 8.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Left Cantilever Loading: Uniform Floor Loading: Live Load: LL -1= 60.0 PSF Dead Load: DL -1= 15.0 PSF Total Load: TL -1= 75.0 PSF Total Load Adjusted for Joist Spacing: wT -1= 100 PLF Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 60.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 75.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 100 PLF Properties For. #1 & Btr- Douglas Fir -Larch Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1800000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 959 PSI Adjustment Factors: Cd =1.00 CI =0.63 Cf =1.10 Cr -1.15 Fv': Fv'= 95 PSI Adiustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -800 FT -LB Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear. V= 428 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 10.01 N3 S= 21.39 N3 Area (Shear): Areq= 6.76 N2 • A= 13.88 N2 Moment of Inertia (Deflection): lreq= 45.06 N4 1= 98.93 N4 1 Multi- Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 10 -05 -2006: 10:11:31 AM Project: 10009 -04 -01 - Location: M -3 Summary: 5.25 IN x 11.875 IN x 13.75 FT (11.8 + 2) / 2.0E Parallam - Trus Joist Section Adequate By: 10.2% Controlling Factor: Moment of Inertia / Depth Required 11.5 In Center Span Deflections: Dead Load: DLD- Center= -0.11 IN Live Load: LLD - Center= -0.06 IN = L/2172 Total Load: TLD- Center- -0.17 IN = L/821 - Right Cantilever Deflections: Dead Load: DLD- Right= 0.11 IN Live Load: LLD - Right= 0.07 IN = 2L/715 Total Load: TLD- Right= 0.18 IN = 2U265 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 235 LB Dead Load: DL- Rxn -A= -770 LB Total Load: TL- Rxn -A= -535 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -A -min= -1298 LB Bearinq Length Required (Beam only, support capacity not checked): BL -A= 0.00 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 3911 LB Dead Load: DL- Rxn -B= 6809 LB Total Load: TL- Rxn -B= 10720 LB Bearinq Length Required (Beam only, support capacity not checked): BL -B= 2.72 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Lenqth: L2= 11.75 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 11.75 FT Right Cantilever Length: L3= 2.0 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Riqht Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= 2.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 40 PLF Dead Load: wD -2= 15 PLF Beam Self Weight: BSW= 14 PLF Total Load: wT -2= 69 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 40 PLF Dead Load: wD -3= 185 PLF Beam Self Weight: BSW= 14 PLF Total Load: wT -3= 239 PLF Point Load 1 Live Load: PL1 -3= 0 LB Dead Load: PD1 -3= 3150 LB Location (From left end of span): X1 -3= 2.0 FT Point Load 2 Live Load: PL2 -3= 3067 LB Dead Load: PD2 -3= 2157 LB Location (From left end of span): X2 -3= 2.0 FT Properties For 2.0E Parallam- Trus Joist Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 2851 PSI - Adjustment Factors: Cd =1.00 CI =0.98 CF =1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: - Controlling Moment: M= -17225 FT -LB Over right support of span 2 (Center Span) • Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: V= 8617 LB At a distance d from left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 72.49 IN3 S= 123.39 IN3 Area (Shear): Areq= 44.57 IN2 A= 62.34 IN2 Pape: 2 Multi- Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 10 -05 -2006: 10:11:31 AM Project: 10009 -04 -01 - Location: M -3 Moment of Inertia (Deflection): Ireq= 664.76 IN4 I= 732.62 IN4 • ) Multi -Span Floor Beam( Error: No Data in file 1 Ver: 6.00.81 , By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:58:19 PM • Project: 10009 -04 -01 - Location: M -4 Summary: 3.5 IN x 11.875 IN x 14.0 FT (10.5 + 3.5 ) / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 125.1% Controlling Factor. Area / Depth Required 7.27 In Center Span Deflections: - Dead Load: DLD- Center= 0.03 IN Live Load: LLD - Center= 0.07 IN = U1683 Total Load: TLD- Center- 0.10 IN = L/1205 Right Span Deflections: Dead Load: DLD - Right= 0.00 IN Live Load: LLD - Riqht= -0.01 IN = U6086 Total Load: TLD- Right= -0.01 IN = U4455 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2048 LB Dead Load: DL- Rxn -A= 820 LB Total Load: TL- Rxn -A= 2868 LB Bearing Lenqth Required (Beam only, support capacity not checked): BL -A= 1.09 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 4789 LB Dead Load: DL- Rxn -B= 1940 LB Total Load: TL- Rxn -B= 6729 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 2.56 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 328 LB Dead Load: DL- Rxn -C= -426 LB Total Load: TL- Rxn -C= -97 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -C -min= -1843 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL -C= 0.00 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 10.5 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.5 FT Right Span Length: L3= 3.5 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3- Bottom= 3.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Floor Live Load: FLL -2= 40.0 PSF Floor Dead Load: FDL -2= 15.0 PSF Floor Tributary Width Side One: Trib -1 -2= 7.0 FT Floor Tributary Width Side Two: Trib -2 -2= 5.0 FT Beam Self Weight: BSW= 13 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL -2= 480 PLF Total Dead Load: wD -2= 180 PLF Total Load: wT -2= 673 PLF Right Span Loading: Uniform Load: Floor Live Load: FLL -3= 40.0 PSF Floor Dead Load: FDL -3= 15.0 PSF Floor Tributary Width Side One: Trib -1 -3= 0.0 FT Floor Tributary Width Side Two: Trib -2 -3= 5.0 FT Beam Self Weight: BSW= 13 PLF Wall Load: Wall -3= 0 PLF Total Live Load: wL -3= 200 PLF Total Dead Load: wD -3= 75 PLF Total Load: wT -3= 288 PLF Properties For: 2.0E Parallam- Trus Joist - MacMillan - Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fcperp= 750 PSI - Adjusted Properties Fb' (Compression Face in Tension): Fb'= 2750 PSI Adjustment Factors: Cd =1.00 CI =0.95 Cf =1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -7066 FT -LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2, 3 Controlling Shear: V= 3570 LB At a distance d from right support of span 2 (Center Span) • Page: 2 • Multi -Span Floor Beam( Error: No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:58:19 PM Project: 10009 -04 -01 - Location: M -4 Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 30.84 N3 S= 82.26 N3 Area (Shear): Areq= 18.47 N2 A= 41.56 N2 Moment of Inertia (Deflection): Ireq= 104.49 N4 I= 488.41 N4 Multi- Loaded Beamf Error: No Data in file) Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:58:28 PM Project: 10009 -04 -01 - Location: M -5 Summary: 1.75 IN x 11.875 IN x 3.5 FT / 1.9E Microllam - Trus Joist - MacMillan Section Adequate By: 1595.2% Controlling Factor: Section Modulus / Depth Required 2.88 In Center Span Deflections: - Dead Load: DLD- Center= 0.00 IN Live Load: LLD - Center= 0.00 IN = L/50206 Total Load: TLD- Center= 0.00 IN = L/28144 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 246 LB Dead Load: DL- Rxn -A= -490 LB Total Load: TL- Rxn -A= -244 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -A -min= -490 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.00 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 129 LB Dead Load: DL- Rxn -B= -140 LB Total Load: TL- Rxn -B= -11 LB Design For Uplift Loads (inciudes Uplift Factor of Safety) Rxn -B -min= -140 LB Bearing Length Required (Beam only, support capacity not.checked): BL -B= 0.00 IN Beam Data: Center Span Length: L2= 3.5 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 3.5 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 40 PLF _ Dead Load: wD -2= 15 PLF •' Beam Self Weight: BSW= 6 PLF Total Load: wT -2= 61 PLF Point Load 1 Live Load: PL1-2= 235 LB Dead Load: PD1 -2= -705 LB Location (From left end of span): X1 -2= 0.88 FT Properties For. 1.9E Microllam- Trus Joist - MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 2162 PSI Adjustment Factors: Cd =0.90 CI =0.92 Cf=1.00 Fv': Fv'= 257 PSI Adjustment Factors: Cd =0.90 Design Requirements: Controlling Moment: M= -437 FT -LB 0.875 Ft from left support of span 2 (Center Span) Critical moment created by dead loads only on all span(s). Controlling Shear: V= 194 LB At a distance d from left support of span 2 (Center Span) Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus (Moment): Sreq= 2.43 N3 S= 41.13 N3 Area (Shear): Areq= 1.13 N2 A= 20.78 N2 Moment of Inertia (Deflection): Ireq= 2.08 N4 1= 244.21 N4 . Multi- Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 7.01.09 • By: Dan Goodrich , ICON architecture /planning inc. on: 10 -05 -2006: 10:13:24 AM Protect: 10009 -04 -01 - Location: M -6 Summary: 3.5 IN x 9.5 IN x 4.0 FT / 2.0E Parallam - Trus Joist Section Adequate By: 57.6% Controlling Factor: Area / Depth Required 6.97 In Center Span Deflections: Dead Load: DLD- Center— 0.03 IN Live Load: LLD - Center= 0.00 IN = L/10800 Total Load: TLD- Center= 0.03 IN = U1443 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 701 LB Dead Load: DL- Rxn -A= 3655 LB Total Load: TL- Rxn -A= 4356 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.66 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 661 LB Dead Load: DL- Rxn -B= 2889 LB Total Load: TL- Rxn -B= 3550 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.35 IN Beam Data: Center Span Length: L2= 4.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 260 PLF Dead Load: wD -2= 98 PLF Beam Self Weight: BSW= 7 PLF Total Load: • wT -2= 365 PLF Point Load 1 Live Load: PL1 -2= 322 LB Dead Load: PD1 -2= 6123 LB Location (From left end of span): X1 -2= 1.75 FT Properties For: 2.0E Parallam- Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fcperp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2976 PSI Adjustment Factors: Cd =1.00 CF =1.03 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 7036 FT -LB 1.76 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 4078 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 28.37 N3 S= 52.65 N3 Area (Shear): Areq= 21.09 N2 A= 33.25 N2 Moment of Inertia (Deflection): Ireq= 41.60 N4 I= 250.07 N4 • Multi- Loaded Beamf Error. No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:58:41 PM • Project: 10009 -04 -01 - Location: M -7 Summary: 5.25 IN x 9.5 IN x 14.01 FT (9.7 + 4.3) / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 34.8% Controlling Factor. Area / Depth Required 7.84 In Center Span Deflections: _ Dead Load: DLD- Center= 0.14 IN Live Load: LLD- Center= 0.06 IN = L/1865 Total Load: TLD- Center= 0.20 IN = L/578 Right Span Deflections: _ Dead Load: DLD - Riqht= 0.00 IN Live Load: LLD - Riqht= -0.01 IN = L/5791 Total Load: TLD - Right= -0.01 IN = U4671 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1602 LB Dead Load: DL- Rxn -A= 4296 LB Total Load: TL- Rxn -A= 5898 LB Bearinq Length Required (Beam only, support capacity not checked): BL -A= 1.50 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 3981 LB Dead Load: DL- Rxn -B= 9504 LB Total Load: TL- Rxn -B= 13485 LB Bearinq Length Required (Beam only, support capacity not checked): BL -B= 3.42 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 799 LB Dead Load: DL- Rxn -C= 535 LB Total Load: TL- Rxn -C= 1334 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -C -min= -391 LB Bearinq Length Required (Beam only, support capacity not checked): BL -C= . 0.34 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 9.68 FT Center Span Unbraced Length-Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2- Bottom= 9.68 FT Riqht Span Length: L3= 4.33 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Riqht Span Unbraced Length-Bottom of Beam: Lu3- Bottom= 4.33 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 400 PLF Dead Load: wD -2= 230 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT -2= 646 PLF Point Load 1 Live Load: PL1 -2= 0 LB Dead Load: PD1 -2= 5447 LB Location (From left end of span): X1 -2= 2.66 FT Riqht Span Loading: Uniform Load: Live Load: wL -3= 400 PLF Dead Load: wD -3= 230 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT -3= 646 PLF Point Load 1 Live Load: PL1 -3= 0 LB Dead Load: PD1 -3= 5447 LB Location (From left end of span): X1 -3= 1.5 FT Properties For. 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI .Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2976 PSI Adjustment Factors: Cd =1.00 Cf=1.03 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 13339 FT -LB 2.71 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 7153 LB At a distance d from left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 • Page: 2 Multi- Loaded Beam( Error: No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:58:41 PM Prolect: 10009 -04 -01 - Location: M -7 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 53.78 N3 S= 78.97 N3 Area (Shear): Areq= 37.00 N2 A= 49.88 N2 Moment of Inertia (Deflection): Irea= 155.62 N4 I= 375.10 N4 ! .. • ' Multi-Loaded Bea Code lVor 7.01l0 Dan Goodrich . ICON architecture/planning inc. on: O9-38-2UO6:1110:48AKU . Project: 10009-04-01 - Location: M-8 Summary: 3.5|NxQ.25|Nx0.OFT/2.0EPonsUam'TmoJoist Section Adecivate By: 18.2% Controlling Factor: Area / Depth Required 8.41 In ' Center Span Deflections: Dead Load: DLD-Center= 0.10 IN Live Load: LLD-Center= 0.02 IN = L/2899 Total Load: TLD-Center= 0.12 IN = L/596 ' Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1175 LB Dead Load: DL-Rxn-A= 4442 LB Total Load: TL-Rxn-A= 5616 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 2.14 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 1067 LB Dead Load: DL-Rxn-B= 2411 LB Total Load: TL-Rxn-B= 3479 LB Beanng Length Required (Beam only, support capacity not checked): BL-B= 1.33 IN Beam Data: Center Span Le L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Cntena: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 320 PLF Dead Load: wD-2= 120 PLF Beam SeIf Weight: BSW= 7 PLF ` Total Load: = • wT-2= 447 PLF Point Load 1 Live Load: PL1-2= 322 LB Dead Load: PD1-2= 8001 LB Location (From Ieft end of span): X1-2= 2.0 FT Properties For: 2.UEPonmUom'TmaJoist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Pro rti rv(/ennmn): Fb'= 2985 PSI Adjustment Factors: Cd=1.O0CF=1.03 Fv: Fv'= 200 PSI Adjustment Factors: Cd=1 .00 Design Requirements: ContodUnn/Noment: M= 10271 FT-LB 2.04 Ft from Ieft support of span 2 Center Span) Cntical moment created by combining all dead Ioads and live Ioads on span(s) 2 Controlling Shear V= 5295 LB At a distance d from Ieft support of span 2 (Center Sgan) Critical shear created by combining all dead Ioads and live Ioads on span(s) 2 Comparisons With Re i d Sections: Section Modulus (Moment): Smq= 41.29 N3 S= 49.91 N3 Area (Shear): Areq= 27.39 N2 A= 32.38 N2 Moment of Inertia (Deflection): Iraq= 93.03 N4 |= 230.84 N4 ' • • Multi- Loaded Beamf Error. No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 10:28:31 AM Project: 10009 -04 -01 - Location: M -8 Summary: 3.5 IN x 11.25 IN x 6.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 22.2% Controlling Factor: Section Modulus / Depth Required 10.18 In • Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.03 IN = U2386 Total Load: TLD- Center= 0.04 IN = U1675 - Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1201 LB Dead Load: DL- Rxn -A= 524 LB Total Load: TL- Rxn -A= 1725 LB Bearinq Length Required (Beam only, support capacity not checked): BL -A= 0.79 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 3089 LB Dead Load: "'* DL- Rxn -B= 1285 LB Total Load: T , r TL- Rxn -B= 4374 LB Bearing Length Required (Beam only, suppor e nottchecked): BL -B= 2.00 IN Beam Data: e t " 1 • Center Span Length: L2= 6.0 FT Center Span Unbraced Length -Top of Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of eam: Lu2- Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 0 PLF Dead Load: wD -2= 0 PLF Beam Self Weight: BSW= . 10 PLF Total Load: wT-2= 10 PLF Point Load 1 Live Load: PL1 -2= 2250 LB Dead Load: eiNte) PD1-2= 932 LB Location (From left end of span): X1 -2= 3.25 FT Point Load 2 Live Load: PL2 -2= 2040 LB Dead Load: PD2 -2= 820 LB Location (From left end of span): X2 -2= 5.5 FT Properties For. #1- Douglas Fir -Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1100 PSI Adjustment Factors: Cd =1.00 Cf=1.10 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 5540 FT -LB 3.24 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controllinq Shear: V= 1717 LB At a distance d from left support of span 2.(Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 60.44 N3 S= 73.83 N3 Area (Shear): Areq= 27.11 N2 - A= 39.38 N2 Moment of Inertia (Deflection): Ireq= 62.65 N4 1= 415.28 N4 Uniformly Loaded Floor Beam[ Error. No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 10:29:10 AM • Project: 10009 -04 -01 - Location: M -9 Summary: 3.5 IN x 9.25 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 39.3% Controlling Factor: Section Modulus / Depth Required 7.84 In Deflections: - Dead Load: DLD= 0.03 IN Live Load: LLD= 0.08 IN = L/1278 Total Load: TLD= 0.11 IN = L/913 Reactions (Each End): Live Load: LL -Rxn= 1280 LB Dead Load: DL -Rxn= 511 LB Total Load: TL -Rxn= 1791 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.82 IN Beam Data: Span: L= 8.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.0 FT Floor Live Load -Side Two: LL2= - 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.0 FT Live Load Duration Factor. Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 320 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 128 PLF Total Maximum Load: wT= 448 PLF Properties For: #1- Douglas Fir -Larch Bendinq Stress: Fb= 1000 PSI • Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1200 PSI Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3583 FT -LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1469 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 35.83 N3 S= 49.91 N3 Area (Shear): Areq= 23.19 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 65.04 N4 I= 230.84 N4 Multi- Loaded Beam( AISC 9th Ed ASD 1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -27 -2006 : 09:33:10 AM Project: 10009 -04 -01 - Location: M -10 Summary: A992 -50 W10x33 x 14.0 FT . Section Adequate By: 24.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD- Center= 0.27 IN Live Load: LLD - Center= 0.29 IN = L/573 - Total Load: TLD- Center= 0.56 IN = L/299 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 12167 LB Dead Load: •DL- Rxn -A= 11383 LB Total Load: TL- Rxn -A= 23550 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.94 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 14843 LB Dead Load: DL- Rxn -B= 12950 LB Total Load: TL- Rxn -B= 27793 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.94 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Lenqth -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 14.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 500 PLF Dead Load: wD -2= 170 PLF Beam Self Weight: BSW= 33 PLF Total Load: wT -2= 703 PLF Point Load 1 Live Load: PL1 -2= 0 LB Dead Load: PD1 -2= 5440 LB Location (From left end of span): X1 -2= 2.75 FT Point Load 2 Live Load: PL2 -2= 0 LB Dead Load: PD2 -2= 5440 LB Location (From left end of span): X2 -2= 11.25 FT Point Load 3 Live Load: PL3 -2= 5136 LB Dead Load: PD3 -2= 3122 LB Location (From left end of span): X3 -2= 2.75 FT Point Load 4 Live Load: PL4 -2= 6614 LB Dead Load: PD4 -2= 4009 LB Location (From left end of span): X4 -2= 11.25 FT Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= 980 PLF Left Dead Load: TRD- Left-1 -2= 480 PLF Right Live Load: TRL - Right -1 -2= 980 PLF Right Dead Load: TRD- Right -1 -2= 480 PLF Load Start: A -1 -2= 9.0 FT Load End: B -1 -2= 14.0 FT Load Length: C -1 -2= 5.0 FT Trapezoidal Load 2 Left Live Load: TRL- Left -2 -2= 480 PLF Left Dead Load: TRD - Left-2 -2= 180 PLF Right Live Load: TRL - Right -2 -2= 480 PLF Right Dead Load: TRD- Right -2 -2= 180 PLF Load Start: A -2 -2= 0.0 FT Load End: B -2 -2= 4.0 FT Load Length: C -2 -2= 4.0 FT Trapezoidal Load 3 Left Live Load: TRL- Left -3 -2= 360 PLF Left Dead Load: TRD- Left-3 -2= 90 PLF Riqht Live Load: TRL - Right -3 -2= 360 PLF Right Dead Load: TRD- Right -3 -2= 90 PLF Load Start: A -3 -2= 1.0 FT Load End: B -3 -2= 3.0 FT Load Length: C -3 -2= 2.0 FT Trapezoidal Load 4 Left Live Load: TRL- Left -4 -2= 360 PLF Left Dead Load: TRD - Left -4 -2= 90 PLF Right Live Load: TRL - Right -4 -2= 360 PLF Right Dead Load: TRD- Right -4 -2= 90 PLF Load Start: A-4 -2= 11.0 FT Page: 2 Multi- Loaded Beam( AISC 9th Ed ASD ) Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -27 -2006 : 09:33:10 AM Project: 10009 -04 -01 - Location: M -10 Load End: B -4 -2= 13.0 FT Load Length: C-4 -2= 2.0 FT Properties for: W10x33/A992 -50 • - Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 9.73 N . Web Thickness: tw= 0.29 N Flange Width: bf= 7.96 N Flange Thickness: tf= 0.44 N Distance to Web Toe of Fillet: • k= 0.94 N Moment of Inertia About X -X Axis: Ix= 171.00 N4 Section Modulus About X -X Axis: Sx= 35.00 N3. Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.17 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 9.15 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 33.55 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Lenqth: Lb= 0.0 FT Limiting Unbraced Length for Fb= .66`Fy: Lc= 7.13 FT Allowable Bendinq Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h /tw= 30.55 Limiting Web Heiqht to Thickness Ratio for Fv= .4 *Fy: h /tw- Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 73082 FT -LB 8.96 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= 96250 FT -LB Controlling Shear: V= 27793 LB . At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 56434 LB Moment of Inertia (Deflection): Ireq= 137.14 IN4 1= 171.00 IN4 • Multi- Loaded Beam[ AISC 9th Ed ASD ] Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -27 -2006 Project: 10009 -04 -01 - Location: M -10 Summary: A992 -50 W10x33 x 14.0 FT Section Adequate By: 24.7% Controlling Factor. Moment of Inertia LOADING DIAGRAM P P 1 -3 2 -4 V irR i 4 43 1 • A g I Center Span = 14 ft • Reactions Live Load Dead Load Total Load Uplift Load A 12167 Lb 11383 Lb 23550 Lb 0 Lb B 14843 Lb 12950 Lb 27793 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 500 Plf 170 Plf 33 Plf 703 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 980 Plf 480 Plf 980 Plf 480 Plf 9 Ft 14 Ft TR2 480 Plf 180 Plf 480 Plf 180 Plf 0 Ft 4 Ft TR3 360 Plf 90 Plf 360 Plf 90 Plf 1 Ft 3 Ft TR4 360 Plf 90 Plf 360 Plf 90 Plf 11 Ft 13 Ft Point Loading Live Load Dead Load Location P1 O Lb 5440 Lb 2.8 Ft P2 0 Lb 5440 Lb 11.2 Ft P3 5136 Lb 3122 Lb 2.8 Ft P4 6614 Lb 4009 Lb 11.2 Ft Page: 2 • Multi- Loaded Beam( AISC 9th Ed ASD 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:59:15 PM Project: 10009 -04 -01 - Location: M -10 Load End: B-4 -2= 14.0 FT Load Length: . C -4 -2= . 2.75 FT Properties for: W10x45/A36 - Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.10 N Web Thickness: tw= 0.35 N Flange Width: bf= 8.02 N Flange Thickness: tf= 0.62 N Distance to Web Toe of Fillet: k= 1.12 N Moment of Inertia About X -X Axis: Ix= 248.00 N4 Section Modulus About X -X Axis: Sx= 49.10 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.18 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.47 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 28.86 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb= .66 *Fy: Lc= 8.47 FT Allowable Bending Stress: Fb= ' 23.76 KSI Web Height to Thickness Ratio: h /tw= 25.31 Limiting Web Height to Thickness Ratio for Fv= .4`Fy: h /tw- Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 65269 FT -LB 7.56 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Nominal Moment Strength: Mr= 97218 FT -LB Controlling Shear: V= 24288 LB At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 50904 LB Moment of Inertia (Deflection): Ireq= 124.20 IN4 1= 248.00 IN4 Multi- Loaded Beam( AISC 9th Ed ASD 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:59:15 PM Project: 10009 -04 -01 - Location: M -10 Summary: A36 W10x45 x 14.0 FT Section Adequate By: 49.0% Controlling Factor: Moment - Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD - Center= 0.16 IN = U1021 Total Load: TLD- Center— 0.35 IN = U479 - Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 10741 LB Dead Load: DL- Rxn -A= 12111 LB Total Load: TL- Rxn -A= 22853 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.12 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 11639 LB Dead Load: DL- Rxn -B= 12650 LB Total Load: TL- Rxn -B= 24288 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.12 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 14.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 500 PLF Dead Load: lICV wD -2= 280 PLF Beam Self Weight: BSW= 45 PLF Total Load: wT -2= 825 PLF Point Load 1 4 0 N) . .. Live Load: PL1 -2= 0 LB Dead Load: PD1 -2= 5440 *LB Location (From left end of span): X1 -2= 2.75 FT Point Load 2 Live Load: PL2 -2= 0 LB Dead Load: PD2 -2= 5440 LB Location (From left end of span): X2 -2= 11.25 FT Point Load 3 Live Load: PL3 -2= 5136 LB Dead Load: PD3 -2= 3122 LB Location (From left end of span): X3 -2= 2.75 FT Point Load 4 Live Load: PL4 -2= 6614 LB Dead Load: lIte4 PD4 -2= 4009 LB Location (From left end of span): 11.25 FT "T 0 Trapezoidal Load 1 <.:• Left Live Load: TRL- Left -1 -2= 400 PLF Left Dead Load: TRD- Left -1 -2= 300 PLF Right Live Load: TRL - Right -1 -2= 400 PLF Right Dead Load: TRD- Right -1 -2= 300 PLF Load Start: A -1 -2= 0.0 FT Load End: B -1 -2= 2.75 FT Load Length: C -1 -2= 2.75 FT Trapezoidal Load 2 Left Live Load: TRL- Left -2 -2= 400 PLF Left Dead Load: TRD- Left -2 -2= 300 PLF Right Live Load: TRL - Right -2 -2= 400 PLF Right Dead Load: TRD- Right -2 -2= 300 PLF Load Start: A -2 -2= 11.25 FT - Load End: B -2 -2= 14.0 FT Load Length: C -2 -2= 2.75 FT Trapezoidal Load 3 Left Live Load: TRL- Left -3 -2= 260 PLF Left Dead Load: TRD- Left-3 -2= 100 PLF Right Live Load: TRL - Right -3 -2= 260 PLF Right Dead Load: TRD- Right -3 -2= 100 PLF Load Start: A -3 -2= 0.0 FT Load End: B -3 -2= 2.75 FT Load Length: C -3 -2= 2.75 FT Trapezoidal Load 4 Left Live Load: TRL - Left -4 -2= 260 PLF Left Dead Load: TRD- Left-4 -2= 100 PLF Right Live Load: TRL- Right -4 -2= 260 PLF Right Dead Load: TRD - Right -4 -2= 100 PLF Load Start: A -4 -2= 11.25 FT Multi- Loaded Beam!' 2003 International Residential Code (01 NDS)1 Ver: 7.01.09 By: Dan Goodrich , ICON architecture /planning inc. on: 09 -28 -2006: 12:10:07 AM Project: 10009 -04 -01 - Location: M -11 Summary: 1.75 IN x 11.875 IN x 8.0 FT / 1.7E Timberstrand LSL - Trus Joist Section Adequate By: 747.9% Controlling Factor: Section Modulus / Depth Required 5.09 In _ Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.02 IN = L/4577 Total Load: TLD- Center= 0.03 IN = L/3138- Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 320 LB Dead Load: DL- Rxn -A= 151 LB Total Load: TL- Rxn -A= 471 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.31 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 320 LB Dead Load: DL- Rxn -B= 151 LB Total Load: TL- Rxn -B= 471 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.31 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 0 PLF Dead Load: wD -2= 0 PLF Beam Self Weight: BSW= 6 PLF . .. Total Load: - wT -2= • . 6 PLF Point Load 1 Live Load: PL1 -2= 240 LB Dead Load: PD1 -2= 95 LB Location (From left end of span): X1 -2= 2.0 FT Point Load 2 Live Load: PL2 -2= 240 LB Dead Load: PD2 -2= 95 LB Location (From left end of span): X2 -2= 6.0 FT Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= 40 PLF Left Dead Load: TRD- Left -1 -2= 15 PLF Right Live Load: TRL - Right -1 -2= 40 PLF Right Dead Load: TRD- Right -1 -2= 15 PLF Load Start: A -1 -2= 2.0 FT Load End: B -1 -2= 6.0 FT Load Length: C -1 -2= 4.0 FT Properties For. 1.7E Timberstrand LSL- Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 400 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc perp= 880 PSI Adjusted Properties Fb' (Tension): Fb'= 2603 PSI Adjustment Factors: Cd =1.00 CF =1.00 Fv': Fv'= 400 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1052 FT -LB 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 465 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live Toads on span(s) 2 • Comparisons With Required Sections: - Section Modulus (Moment): Sreq= 4.85 N3 S= 41.13 N3 Area (Shear): Areq= 1.74 N2 A= 20.78 N2 Moment of Inertia (Deflection): Ireq= 19.21 N4 I= 244.21 N4 . , ._ .. Multi- Loaded Beam( Error: No Data in file ) Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 10:35:20 AM Project: 10009 -04 -01 - Location: M -11 Summary: 1.5 IN x 9.25 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 90.9% Controlling Factor: Section Modulus / Depth Required 6.69 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD - Center= 0.05 IN = L/1854 Total Load: TLD- Center= 0.07 IN = L/1301 . Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 320 LB Dead Load: DL- Rxn -A= 138 LB Total Load: TL- Rxn -A= 458 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.49 IN Center Span Riqht End Reactions (Support B): Live Load: LL- Rxn -B= 320 LB Dead Load: DL- Rxn -B= 138 LB Total Load: TL- Rxn -B= 458 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.49 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: II a wL -2= 0 PLF Dead Load: r .i wD -2= 0 PLF Beam Self Weight: 3 BSW= 3 PLF Total Load: wT -2= 3 PLF Point Load 1 Live Load: PL1 -2= 240 LB Dead Load: PD1 -2= 95 LB Location (From left end of span): X1 -2= 2.0 FT Point Load 2 Live Load: PL2 -2= 240 LB Dead Load: PD2 -2= 95 LB Location (From left end of span): X2 -2= 6.0 FT Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= 40 PLF Left Dead Load: TRD- Left -1 -2= 15 PLF Right Live Load: TRL - Right -1 -2= 40 PLF Right Dead Load: .4 0 TRD- Right -1 -2= 15 PLF Load Start: A -1 -2= 2.0 FT Load End: B -1 -2= 6.0 FT Load Length: C -1 -2= 4.0 FT Properties For: #1- Douglas Fir -Larch Bendinq Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1100 PSI Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1027 FT -LB • 4.0 Ft from left support of span 2 (Center Span) - Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 456 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 - Comparisons With Required Sections: Section Modulus (Moment): Sreq= 11.20 N3 S= 21.39 N3 Area (Shear): . Areq= 7.20 N2 A= 13.88 N2 Moment of Inertia (Deflection): Ireq= 19.21 N4 1= 98.93 N4 Multi- Loaded Beamf Error: No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 10:37:29 AM Project: 10009 -04 -01 - Location: M -13 Summary: 5.125 IN x 12.0 IN x 15.0 FT / 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 41.9% Controlling Factor: Area / Depth Required 10.43 In Center Span Deflections: - Dead Load: DLD- Center- 0.27 IN Live Load: LLD- Center= 0.23 IN = L/790 Total Load: TLD- Center= 0.49 IN = L/365 Camber Required: C= 0.40 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 3125 LB Dead Load: DL- Rxn -A= 2773 LB Total Load: TL- Rxn -A= 5898 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.77 IN Center Span Right End Reactions (Support B): Live Load:. LL- Rxn -B= 1623 LB Dead Load: DL- Rxn -B= 2171 LB Total Load: TL- Rxn -B= 3795 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.14 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Lenqth -Top of Beam: Lu2 -Top= 0.0 FT . Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= - 15.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 180 PLF Dead Load: wD -2= 260 PLF Beam Self Weight: BSW= 15 PLF Total Load: . wT -2= 455 PLF Point Load 1 Live Load: PL1 -2= 2048 LB Dead Load: PD1 -2= 820 LB Location (From left end of span): X1 -2= 2.0 FT Properties For. 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2400 PS Adjustment Factors: Cd =1.00 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 15823 FT -LB 6.6 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear. V= 5488 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 79.12 N3 S= 123.00 N3 Area (Shear): Areq= 43.33 N2 A= 61.50 N2 Moment of Inertia (Deflection): lreq= 485.00 N4 - I= 738.00 N4 A v Multi- Loaded Beam( 2003 International Building Code (01 NDS)) Ver: 6.00.2 By: Dan L. Goodrich , ICON architecture /planning inc. on: 07 -13 -2006 : 2:05:40 PM Project: 10009.04.01 - Location: M16 -BM. UNDER KITCHEN CORNOR Summary: 3.5 IN x 11.875 IN x 6.0 FT (4 + 2 1/ 1.3E Timberstrand - Trus Joist - MacMillan • Section Adequate By: 610.5% Controlling Factor: Section Modulus / Depth Required 4.8 In Center Span Deflections: Dead Load: DLD= Center= 0.00 IN Live Load: LLD- Center= 0.00 IN = L/12027 Total Load: TLD- Center= 0.01 IN = L/8971 Right Cantilever Deflections: Dead Load: DLO-Right= 0.00 IN Live Load: LLD - Right= 0.01 IN = 2L/5466 Total Load: TLD- Right= 0.01 IN = 2U4445 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 880 LB Dead Load: DL- Rxn -A= 556 LB Total Load: TL- Rxn -A= 1436 LB Bearinq Length Required (Beam only, support capacity not checked): BL -A= 0.94 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1980 LB Dead Load: DL- Rxn -B= 1667 LB Total Load: TL- Rxn -B= 3647 LB Bearinq Length Required (Beam only, support capacity not checked): BL -B= 2.40 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 4.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 4.0 FT Riqht Cantilever Lenqth: L3= 2.0 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Riqht Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= 2.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 0 PLF Dead Load: wD -2= 170 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 183 PLF Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= 300 PLF Left Dead Load: TRD- Left -1 -2= 113 PLF Riqht Live Load: TRL - Right -1 -2= 300 PLF Right Dead Load: TRD- Right -1 -2= 113 PLF Load Start: A -1 -2= 0.0 FT Load End: B -1 -2= 4.0 FT Load Length: C -1 -2= 4.0 FT Trapezoidal Load 2 Left Live Load: TRL - Left-2 -2= 40 PLF Left Dead Load: TRD- Left -2 -2= 15 PLF Right Live Load: TRL - Right -2 -2= 40 PLF Right Dead Load: TRD- Right -2 -2= 15 PLF Load Start: A -2 -2= 0.0 FT Load End: B -2 -2= 4.0 FT Load Length: C -2 -2= 4.0 FT Trapezoidal Load 3 Left Live Load: TRL- Left-3 -2= 75 PLF Left Dead Load: TRD - Left-3 -2= 45 PLF Right Live Load: TRL - Right -3 -2= 75 PLF Right Dead Load: TRD- Right -3 -2= 45 PLF Load Start: A -3 -2= 0.0 FT Load End: B -3 -2= 4.0 FT Load Length: C -3 -2= 4.0 FT Trapezoidal Load 4 Left Live Load: TRL - Left -4 -2= 25 PLF Left Dead Load: TRD - Left-4 -2= 15 PLF Right Live Load: TRL - Right -4 -2= 25 PLF Right Dead Load: TRD - Right -4 -2= 15 PLF Load Start: A-4 -2= 0.0 FT Load End: B-4 -2= 4.0 FT Load Length: C-4 -2= 4.0 FT Right Cantilever Loading: Uniform Load: Live Load: wL -3= 0 PLF Dead Load: wD -3= 170 PLF Beam Self Weight: BSW= 13 PLF Page: 2 . Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00.2 By: Dan L. Goodrich , ICON architecture /planning inc. on: 07 -13 -2006 : 2:05:40 PM Project: 10009.04.01 - Location: M16 -BM. UNDER KITCHEN CORNOR Total Load: wT -3= 183 PLF Trapezoidal Load 1 - Left Live Load: TRL- Left -1 -3= 300 PLF Left Dead Load: TRD- Left -1 -3= 113 PLF Right Live Load: TRL - Right -1 -3= 300 PLF Right Dead Load: TRD- Right -1 -3= 113' PLF Load Start: A -1 -3= 0.0 FT Load End: B -1 -3= 2.0 FT Load Length: C -1 -3= 2.0 FT Trapezoidal Load 2 Left Live Load: TRL- Left -2 -3= 40 PLF Left Dead Load: TRD- Left-2 -3= 15 PLF Riqht Live Load: TRL - Right -2 -3= 40 PLF Riqht Dead Load: TRD- Right -2 -3= 15 PLF Load Start: A -2 -3= 0.0 FT Load End: B -2 -3= 2.0 FT Load Length: C -2 -3= 2.0 FT Trapezoidal Load 3 Left Live Load: TRL - Left-3 -3= 25 PLF Left Dead Load: TRD - Left -3 -3= 15 PLF Right Live Load: TRL - Right -3-3= 25 PLF Right Dead Load: TRD- Right -3 -3= 15 PLF Load Start: A -3 -3= 0.0 FT Load End: B -3 -3= 2.0 FT Load Length: C -3 -3= 2.0 FT Trapezoidal Load 4 Left Live Load: TRL - Left -4 -3= 75 PLF Left Dead Load: TRD - Left -4 -3= 45 PLF Right Live Load: TRL - Right -4 -3= 75 PLF • Riqht Dead Load: TRD- Right -4 -3= 45 PLF Load Start: A-4 -3= 0.0 FT Load End: B-4 -3= 2.0 FT Load Length: C-4 -3= 2.0 FT Properties For: 1.3E Timberstrand- Trus Joist - MacMillan Bending Stress: Fb =. 1700 PSI Shear Stress: Fv= 400 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 435 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 1680 PSI Adjustment Factors: Cd =1.00 CI =0.99 Cf =1.00 Fv': Fv'= 400 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -1621 FT -LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2, 3 Controlling Shear: V= 1248 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 11.58 N3 S= 82.26 N3 Area (Shear): Areq= 4.68 N2 A= 41.56 N2 Moment of Inertia (Deflection): Ireq= 32.17 N4 I= 488.41 N4 Roof Beam( Error: No Data in file 1 Ver. 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006: 10:45:47 AM Project: 10009 -04 -01 - Location: TYP. HDR Summary: 3.5 IN x 7.25 IN x 5.0 FT / Select Structural - Douglas Fir -Larch - Dry Use Section Adequate By: 15.6% Controlling Factor: Area / Depth Required 6.27 In . Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = L/1802 Total Load: TLD= 0.06 IN = L/1071 • Reactions (Each End): Live Load: LL -Rxn= 1250 LB Dead Load: DL -Rxn= 854 LB Total Load: TL -Rxn= 2104 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.96 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 19.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Roof Duration Factor. Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 5.0 FT Beam Uniform Live Load: wL= 500 PLF Beam Uniform Dead Load: wD_adi= 342 PLF Total Uniform Load: wT= 842 PLF Properties For. Select Structural- Douglas Fir -Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 2243 PSI Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2630 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live Toads. Controllinq Shear. V= 1599 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 14.07 N3 S= 30.66 N3 Area (Shear): Areq= 21.95 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireq= 18.68 N4 I= 111.15 N4 7005120337 u 1 • '� • � • TJ -Beam® 6.20 Serial Numbe"� Busin 14" T.110 110 19.2" o/c Number 005120337 User: 2 6/212006 10:20:48 AM Page Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • 1 ri a 15' Product Diagram is Conceptual. LOADS: • Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other • Width Length Live!Dead /Upliftffotal 1 Stud wall 3.50" 2.25" 480 /144/0/624 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 480/144/0 /624 End, Rim 1 Ply 1 1/4" x 14° 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: • Maximum Design Control Control Location Shear (Ibs) 607 -600 1860 Passed (32 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 607 607 1018 Passed (60 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 2212 2212 3565 Passed (62%) MID Span 1 under Floor loading Live Load Defl (in) 0.170 0.486 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.221 0.729 Passed (U793) MID Span 1 under Floor loading TJPro 47 30 Passed Span 1 - Deflection Criteria: MINIMUM(LL:U360,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.23 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: - Tim R. Hurlay ICON architecture /planning inc. 9725 Sw Bvrtn Hillsdl. Hwy. Suite 210E Beaverton, OR 97200 •Phone : 503 - 644-7661 Fax : 506-644-7999 trh@iconarchitect.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of Trus Joist. I: \10009 - Jim Standring \10009.04 - Oak St. West Tigard \10009.04 - Drawings \10009.04 - CD \10009.04.01 - Bldg 1 - Units 1 -11 \Structural Calcs \U -1.sms • 4t.) 14496it U-1 7J -Beam® 6.20 Serial Number: 700 14" TJ I ®110 @ 19.2" o/c User: 2 6/21/06 10:20:48 Page2 EngneVerson:620. AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 14' 7.00" Max. Vertical Reaction Total (lbs) 624 624 Max. Vertical Reaction Live (lbs) 480 480 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 41 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 138 -138 Max Shear at Support (lbs) 140 -140 Member Reaction (lbs) 140 140 Support Reaction (lbs) 144 144 Moment (Ft -Lbs) 510 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 600 -600 Max Shear at Support (lbs) 607 -607 Member Reaction (lbs) 607 607 Support Reaction (lbs) 624 624 • Moment (Ft -Lbs) 2212 Live Deflection (in) 0.170 Total Deflection (in) 0.221 • PROJECT INFORMATION: OPERATOR INFORMATION: Tim R. Hurley ICON architecture /planning inc. 9725 Sw Bvrtn Hillsdl. Hwy. Suite 210E Beaverton, OR 97200 Phone : 503 -644 -7661 • Fax :506 - 6447999 trh @iconarchitect.com Copyright ° 2005 by Trus Joist. a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist ° ,Pro` and TJ -Pro are trademarks of True Joist. I: \10009 - Jim Standring \10009.04 - Oak St. West Tigard \10009.04 - Drawings \i0009.04 - CD \10009.04.01 - Bldg 1 - Units 1 -11 \Structural Calcs \U -1.sma Floor Joistf Error. No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:56:51 PM Project: 10009 -04 -01 - Location: U -2 Summary: 1.5 IN x 9.25 IN x 12.0 FT (4 + 8) A 19.2 O.C. / #1 & Btr - Douglas Fir -Larch - Dry Use Section Adequate By: 71.1% Controlling Factor. Area / Depth Required 7.56 In Left Cantilever Deflections: Dead Load: DLD -Left= 0.01 IN Live Load: LLD -Left= 0.11 IN = 2L/878 Total Load: TLD -Left= 0.12 IN = 2U822 Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.05 IN = U1933 Total Load: TLD- Center= 0.05 IN = U1756 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 864 LB Dead Load: DL- Rxn -A= 216 LB Total Load: TL- Rxn -A= 1080 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.15 IN Center Span Riqht End Reactions (Support B): Live Load: LL- Rxn -B= 384 LB Dead Load: DL- Rxn -B= 72 LB Total Load: TL- Rxn -B= 456 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -B -min= -48 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.49 IN Dead Load Uplift F.S.: FS= 1.5 Joist Data: Left Cantilever Length: L1= 4.0 FT Center Span Length: L2= 8.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Left Cantilever Loading: Uniform Floor Loading: Live Load: LL -1= 60.0 PSF Dead Load: DL -1= 15.0 PSF Total Load: TL -1= 75.0 PSF Total Load Adjusted for Joist Spacing: wT -1= 120 PLF Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 60.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 75.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 120 PLF Properties For. #1 & Btr- Douglas Fir -Larch Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1800000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 959 PSI Adjustment Factors: Cd =1.00 CI =0.63 Cf=1.10 Cr =1.15 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -960 FT -LB Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 1, 2 Controlling Shear. V= 514 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: _ Section Modulus (Moment): Sreq= 12.02 N3 S= 21.39 N3 Area (Shear): Areq= 8.11 N2 A= 13.88 N2 Moment of Inertia (Deflection): Ireq= 54.07 N4 1= 98.93 N4 Uniformly Loaded Floor Beam( Error: No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:57:00 PM Project: 10009 -04 -01 - Location: U -3 Summary: (2 ) 1.75 IN x 14.0 IN x 15.0 FT / 1.3E Timberstrand - Trus Joist - MacMillan Section Adequate By: 32.7% Controlling Factor: Section Modulus / Depth Required 12.17 In * Laminations are to be fully connected to provide uniform transfer of Toads to all members Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.33 IN = L/548 Total Load: TLD= 0.47 IN = L/384 Reactions (Each End): Live Load: LL -Rxn= 2250 LB Dead Load: DL -Rxn= 959 LB Total Load: TL -Rxn= 3209 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.35 IN Beam Data: Span: L= 15.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 6.5 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Live Load Duration Factor. Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 300 PLF Beam Self Weight: BSW= 15. PLF Beam Total Dead Load: wD= 128 PLF Total Maximum Load: wT= 428 PLF Properties For: 1.3E Timberstrand- Trus Joist - MacMillan Bending Stress: Fb= 1700 PSI Shear Stress: Fv= 400 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fcjerp= 680 PSI Adjusted Properties Fb' (Tension): Fb'= 1676 PSI Adjustment Factors: Cd =1.00 Cf =0.99 Fv': Fv'= 400 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 12032 FT -LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2759 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 86.15 N3 S= 114.33 N3 Area (Shear): Areq= 10.35 N2 A= 49.00 N2 Moment of Inertia (Deflection): Ireq= 525.64 N4 I= 800.33 N4 Uniformly Loaded Floor Beam' Error: No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:57:13 PM Project: 10009 -04 -01 - Location: U-4 Summary: 1.75 IN x 14.0 IN x 3.5 FT / 1.9E Microllam - Trus Joist - MacMillan Section Adequate By: 2539.5% Controlling Factor. Area / Depth Required 2.8 In Deflections: . Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = L/45044 Total Load: TLD= 0.00 IN = U31913 Reactions (Each End): Live Load: LL -Rxn= 368 LB Dead Load: DL -Rxn= 151 LB Total Load: TL -Rxn= 519 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.40 IN Beam Data: Span: L= 3.5 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 5.25 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 210 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 86 PLF - Total Maximum Load: wT= ' 296 • PLF Properties For. 1.9E Microllam- Trus Joist - MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcperp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2546 PSI Adjustment Factors: Cd =1.00 Cf =0.98 Fv': Fv'= • 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 454 FT -LB 1.75 ft from left support • Critical moment created by combining all dead and live Toads. Controllinq Shear. V= 176 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 2.14 N3 S= 57.17 N3 Area (Shear): Areq= 0.93 N2 A= 24.50 N2 Moment of Inertia (Deflection): Ireq= 3.20 N4 1= 400.17 N4 4 • • Multi- Loaded Beamf Error: No Data in file 1 Ver: 6.00.81 • By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006 : 4:57:25 PM Project: 10009 -04 -01 - Location: U -5 Summary: 3.5 IN x 11.25 IN x 8.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 73.6% Controlling Factor: Section Modulus / Depth Required 8.54 In Center Span Deflections: Dead Load: DLD- Center= 0.06 IN Live Load: LLD - Center= 0.10 IN = L/988 Total Load: TLD- Center= 0.16 IN = L/615 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 5136 LB Dead Load: DL- Rxn -A= 3122 LB Total Load: TL- Rxn -A= 8257 LB Bearinq Length Required (Beam only, support capacity not checked): BL -A= 3.15 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 6614 LB Dead Load: DL- Rxn -B= 4009 LB Total Load: TL- Rxn -B= 10623 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 4.05 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 400 PLF Dead Load: wD -2= 230 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT -2 =.. 642 PLF Point Load 1 Live Load: PL1 -2= 3365 LB Dead Load: PD1 -2= 2050 LB Location (From left end of span): X1 -2= 0.75 FT Point Load 2 Live Load: PL2 -2= 5185 LB Dead Load: PD2 -2= 3142 LB Location (From left end of span): X2 -2= 7.25 FT Properties For. 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2921 PSI Adjustment Factors: Cd =1.00 Cf=1.01 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 10350 FT -LB 4.4 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: V= 2277 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 42.52 N3 S= 73.83 N3 Area (Shear): Areq= 11.78 N2 A= 39.38 N2 Moment of Inertia (Deflection): Ireq= 162.02 N4 I= 415.28 N4 .. Uniformly Loaded Floor Beam( Error: No Data in file ) Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 10:22:07 AM Project: 10009 -04 -01 - Location: U -6 Summary: 3.5 IN x 11.25 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 25.0% Controlling Factor: Area / Depth Required 9.78 In Deflections: Dead Load: • DLD= 0.02 IN Live Load: LLD= 0.06 IN = L/1532 Total Load: TLD= 0.08 IN = U1150. Reactions (Each End): Live Load: LL -Rxn= 1920 LB Dead Load: DL -Rxn= 638 LB Total Load: TL -Rxn= 2558 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.17 IN Beam Data: Span: L= 8.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 6.0 FT Floor Live Load -Side Two: LL2= 60.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 4.0 FT Live Load Duration Factor. Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 480 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 160 PLF ' Total Maximum Load: wT= 640 PLF Properties For. #1- Douqlas Fir -Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1100 PSI Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 5117 FT -LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1995 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 55.82 N3 S= 73.83 N3 Area (Shear): • Areq= 31.51 N2 A= 39.38 N2 Moment of Inertia (Deflection): lreq= 97.57 N4 I= 415.28 N4 . Multi- Loaded Beam' Error: No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006: 10:44:50 AM Project: 10009 -04 -01 - Location: R -1 Summary: 3.5 IN x 9.5 IN x 6.0 FT / 1.3E Timberstrand - Trus Joist - MacMillan Section Adequate By: 29.5% Controlling Factor:. Section Modulus / Depth Required 8.35 In Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD - Center= 0.07 IN = U1069 Total Load: TLD- Center= 0.11 IN = L/631 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2625 LB Dead Load: DL- Rxn -A= 1786 LB Total Load: TL- Rxn -A= 4411 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.85 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1675 LB Dead Load: DL- Rxn -B= 1216 LB Total Load: TL- Rxn -B= 2891 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.21 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 400 PLF Dead Load: wD -2= 300 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT -2= 710 . PLF Point Load 1 Live Load: PL1 -2= 1900 LB Dead Load: PD1 -2= 1140 LB Location (From left end of span): X1 -2= 1.5 FT Properties For. 1.3E Timberstrand- Trus Joist - MacMillan Bending Stress: Fb= . 1700 PSI Shear Stress: Fv= 400 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc perp= 680 PSI Adjusted Properties Fb' (Tension): Fb'= 1737 PSI Adjustment Factors: Cd =1.00 Cf =1.02 Fv': Fv'= 400 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 5883 FT -LB 1.92 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Controlling Shear: V= 3857 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 40.65 N3 S= 52.65 N3 Area (Shear): Areq= 14.46 N2 A= 33.25 N2 Moment of Inertia (Deflection): Ireq= 95.06 N4 I= 250.07 N4 Multi- Loaded Beam!' Error: No Data in file 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006: 10:44:04 AM Project: 10009 -04 -01 - Location: R -2 Summary: 3.5 IN x 9.5 IN x 9.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 4.7% Controlling Factor: Section Modulus / Depth Required 9.29 In Center Span Deflections: Dead Load: DLD- Center= 0.14 IN Live Load: LLD - Center= 0.20 IN = L/531 Total Load: TLD- Center- 0.35 IN = L/312 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 3067 LB Dead Load: DL- Rxn -A= 2157 LB Total Load: TL- Rxn -A= 5223 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.99 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2433 LB Dead Load: DL- Rxn -B= 1777 LB Total Load: TL- Rxn -B= 4210 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.60 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Lenqth -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 9.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 400 PLF Dead Load: wD -2= 300 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT -2= 710 PLF Point Load 1 Live Load: PL1 -2= 1900 LB Dead Load: PD1 -2= 1140 LB Location (From left end of span): X1 -2= 3.0 FT Properties For: 2.0E Parallam- Trus Joist - MacMillan Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2976 PSI Adjustment Factors: Cd =1.00 Cf =1.03 Fv': Fv'= 290 PSI Adjustment Factors:.Cd =1.00 Design Requirements: Controllinq Moment: M= 12475 FT -LB 3.06 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: V= 4712 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 50.30 N3 S= 52.65 N3 Area (Shear): Areq= 24.37 N2 A= 33.25 N2 Moment of Inertia (Deflection): lreq= 192.29 N4 I= 250.07 N4 • Multi- Loaded Beam( Error: No Data in file 1 Ver. 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -20 -2006: 10:42:16 AM Project: 10009 -04 -01 - Location: R -3 Summary: 5.5 IN x 11.5 IN x 5.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 20.9% Controlling Factor: Area / Depth Required 9.51 In Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.01 IN = L/7126 Total Load: TLD- Center= 0.01 IN = L/4408 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1841 LB Dead Load: DL- Rxn -A= 1137 LB Total Load: TL- Rxn -A= 2978 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.87 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1034 LB Dead Load: DL- Rxn -B= 649 LB Total Load: TL- Rxn -B= 1683 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.49 IN Beam Data: Center Span Length: L2= 5.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 5.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ . 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 0 PLF Dead Load: wD -2= 0 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT -2= 15 PLF Point Load 1 Live Load: PL1 -2= 1900 LB Dead Load: PD1 -2= 1140 LB Location (From left end of span): X1 -2= 1.12 FT Point Load 2 Live Load: PL2 -2= 975 LB Dead Load: PD2 -2= 570 LB Location (From left end of span): X2 -2= 3.12 FT Properties For: #1- Douqlas Fir -Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fcperp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1350 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 85 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3324 FT -LB 1.15 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= 2964 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 29.54 N3 S= 121.23 N3 Area (Shear): Areq= 52.30 N2 A= 63.25 N2 Moment of Inertia (Deflection): Ireq= 37.95 N4 I= 697.07 N4 4. • Roof Beamf Error: No Data in file ) Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 06 -21 -2006: 10:16:47 AM Project: 10009 -04 -01 - Location: R-4 Summary: 5.5 IN x 11.5 IN x 9.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 34.6% Controlling Factor: Area / Depth Required 8.55 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.07 IN = L/1632 Total Load: . 011 IN = L/959 Reactions (Each End): ' Live Load: LL -Rxn= 2250 LB Dead Load: DL -Rxn= 1579 LB Total Load: TL -Rxn= 3829 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.11 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L; 160 Roof Loadinq: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 19.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 15 PLF Slope /Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 9.0 FT Beam Uniform Live Load: wL= 500 PLF Beam Uniform Dead Load: wD_adi= 351 PLF Total Uniform Load: wT= 851 PLF Properties For: #1- Douqlas Fir -Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1553 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 8614 FT -LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3063 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 66.58 N3 S= 121.23 N3 Area (Shear): Areq= 47.00 N2 A= 63.25 N2 Moment of Inertia (Deflection): Ireq= 130.81 N4 I= 697.07 N4 • • a = r Structural Calculations for: - ;:: Oak Street- Townliomes :,-,;-,- •,..•'• ',--.: • - ri,,( :-, C .... - 87.5:SW: Oak= .Street,-9.7223,;,:;: �:;�`.:. ' ;:.:: : JUL 2 " 2 0 06 Project No 10009: 04: 0. 1' : - Unit;1 =;: :.:: ; : r =;,%�; ;_ CIiY T A RD ; '� 11LD DI!/I Issue Date: 06/1 ": . , - S IO fv Design Criteria AV i C 2006 Roof Loads WalgLIMMts_ ;c' D Wood Shingles ; • - .2.00 psf L Uddth DIVISION 1 ply A.S. felt : ' 0.50 psf Siding . • 00 psf 2x framing & plywood sheathing : • 6.00 psf 1 ply A.S. Felt 1 .0.50 psf Misc.8Jor Snow Toad > 30 PSF . : .1 psf 1 /2" plywood sheathing . . 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live /Snow Loads I 25.00Ipsf %" GWB . 2.00 psf Total Roof Loads 35.00 psf Miscellaneous • - 0.75 psf Floor Loads - Total Ext. Wall Loads 10.25 psf %2" underlayment 1.50 psf 3/° plywood sheathing ' 3.00 psf Interior 2x Framing . • . • 5.00 psf '/2" GWB 2,00 psf Miscellaneous 5.50 psf 2x4 framing . 1.00 psf Total Dead Loads 15.00 psf '/z GWB " ' 2.00 psf Total Live Loads (.'. 40.00Ipsf Miscellaneous 0:00. psf Total Floor Loads • 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I 0.001 psf Floor diaphragms: (glued) . 3/4° T&G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. • Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : . D • Seismic Use Group : .. 1 . Basic Wind Speed /3 sec. Gust: 80 . ''(� `Vl Wind Exposure Factor: B • V Site Elevation assumed: 380 � �r Ground Snow Load PSF: 3 0 • 65 Miscellaneous: !;y ' J . GOODRICH n • Soil Bearing: 1500 psf assumed C•4 A. J 17 ...- . Add.Snow Ld.= ( 3so)8/212) +25) PSF 0 • • Concrete foundations: 3000 -psi mix • . • 11 • e • Concrete Flatwork: 2000 -psi mix r� Q� Beams and stringers: DF /L #1 or better o�' r % ) Repetitive Joists: DF /L #2 or better (('' P Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 • Structural components - ASTM A36 Prepared by: • I arcl,irecrure /pl®nnH'1Q Ic. 8725 SW Beaverton Hi I dale Hwy. Su 10E Beaverton, Ore 87005 -3364 , I 501.6w.7ee1 I . me.N .7ee9 Meglcm.ameamn Marlon Immo. dMUYbaa NCARB rv'r'1eamWSamm THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS. rr IS PREPAR - ED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT I5 PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EKECUTION, IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. - -- •._.:.07.0 SA . • • 15• -0• 1 P6 -35' AVG. HEW OF PROJECTED ROOF -.4 q P5 -30' 'I - - =I 1 P4-25' ' P3-20' UPPER a I ' P2 -15' A�s� o --- ---- -- -- --- - - - X00 - - - - -- UNIT 1 - FRONT ELEVATION P7 -40 AVG. NWT OF PROJECTED ROOF • 4 P6-35' n ▪ P5-30' ( 0 ▪ P4^25' V 11111111 • " P3-20' UPPER .I Q 11 P2 -15 11111111111 - - - - -- - - -- ------- - - - -,. — — -- - - -- - - --m -- - - - - - -- 4 TONER ------- - - - - -- ---- - - - - -- - - " P1-0 UNIT 1 - BIDE ELEVATION • DATA ISSUED O LvsuETUrE 5/17/04 SUBMISSION A PROPOSED PROJECT FOR: G O l V ED . • I A I architecture /planning inc. •■ c �c Joe NUMBER 100 09.04 06 't 06 C 4 1. . a y -"' DRAWN BY: tab OAK STREET TOWNHOMES,LLC rill . 2'i .,, y UNIT 1.et 8875 SW OAK STREET r . , , ... a nSSADu. -tm TQdr wy. kJ =MUM Ana.E o-nzw ..koa.c. LATERAL Fa cP`Ar' TIGARD, OR 97223 X 991, �O N Z S°`"r& m'°'°"'°® "mss ' = SCALE vir• ra OF N ' �,e.,. a.nm WWM= �: -.wem� �,dar ae„, z Y ` SHEETS TOTAL . M. s VC Niir ttP. 461 ' 4 j, A 4 328 SF " • - 1 • I I co ; 41 >mi. co . LO o N 's Ill 1 `M I . ; ;. I � i ► # > s R c o 0o > < `r i II I _ _ \I A 3 328 SF _ • . i • e 3A a ip 15 . . 8' -6' 7' -6' I �¢ � UNIT 1 - UPPER FLOOR PLAN - 131 AREA OF UPPER ROOF (ARrf): 656 SF AREA OF UPPER EXT. WALL (ARw -ex): 195 SF • • AREA OF UPPER INTERIOR WALL (ARw-in): 98 .SF • • ISSUE DATE T5/2T0 S ISSUED FOR: UBMISSION A PROPOSED PROJECT FOR: E gtiD , • fro morchiteCture /pl®nning Inc ABN1RMER 10E0E04 06-23-06 V . 1 ��, �� `V � a�'S "w E,Oven i., D I DRAWN BY: �e OAK STREET TOWNHOMES, LLC - ce ri f y 0 UNIT ,•8, 8875 SW OAK • _ - • • m HR e„mHm m5E3gam dAreetae LATERAL FRAMING PLAN , " • n �` &A.210: � aleaTl® ,ra4s ' ! A UPPER ROOK TIGARD, OR 97223 9 c .OF 6. INNAeNol OMNA SHEETS TOTAL ,mil' • S l ghth©1121 9 v w4177117T117q17 - '- � A - 8 340_ SF • iI I i CO co i , . a J N 0 r — _— o 'MAO OD IPI 11111 ARM — • BI ,; I; o I I a . o t , CD . i F.i i __ i ! V 7 292 SF • = 1 'L 15 ' • 7 ' -6' 7' -6' N y 1 ^ F3 07 >a > ¢ U J 11 11 • UNIT 1 - MAIN LEVEL PLAN - Si AREA OF UPPER FLOOR (A2f1r): 585 SF AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT, WALL (A2w -ex): • 195 SF AREA OF MAIN INTERIOR WALL (A2w -in): 98 SF DATA ISSUED FOR: ISSUE DATE NM • SUBMISSION A PROPOSED PROJECT FOR:. ,� �QED • _ IC as inc. JOB NUMBER 100D3 01 � • l _Y T 06 2 3 -0 6 DRAWN BY: gas a � �'(.�. g l "^_. OAK STREET TOWNHOMES, LLC i Vii y UNIT t -B1 8875 SW OAK STREET ' .: gm SW Baeerlm Dade H.C. r §413.144.7031 A,�.r , Ir nda Holstein Holstein LATERAL FRAI@IG PUN 1J ,..' , : • &M RIDE la l alDlUa ® A 1 . � S v � a• ra TIGARD, OR 97223 9. AG O 1 ' I aYemn OreOm t rn$s� SHEETS TOTAL �� ®°' '} • . S•Z dramik g WSW TYP. HD CONT. GRADE _ BEAM, SEE 2 FOUND. PLAN ?lir_ 1 340 SF STEEL POST, 3 SEE FRMNG. PLAN d $ DRAG LINE T = Do d STEEL COL. a 1 c o- `. J I to c I M N i' J:I 10 d : g w C a co s $ DD I.. - Ilea' I ... ^ .._. j o, I I LJ LJ m o J.- !di IQZ �--d1 c:l w _ • n LI I A 1 292 SF 5.:.1.._. _ _ 4:4:4:4 — — , w - - � PL= 10.5 PLF ®Arti■®a 10.5 C iEr 7' -6' 7' -6' N T D"" �D 11 >.c UNIT 1 LOUDER LEVEL / PND. PLAN - 51 AREA OF LOWER FLOOR (Alflr): 519 SF AREA OF LOWER ROOF (Alrf): 114 SF AREA OF LOWER EXT. WALL (Alw -ex): 173 SF AREA OF LOWER INTERIOR WALL (Alw- in):87 SF DATA: ISSUED FOR: A PROPOSED PROJECT FOR: �t7Q` @D 4i O 1 V IC larchitecture /planning inc. ISSUE DATE SR7ID4 SUBMISSION S �� JCS NUMBER. 1000904 06 -23-06 �1 if �' 7 DRAWN BY. FES w OAIOD. `, , K41 . OAK STREET ST OAK STREET LLC c e / , . - . 9 725SWBemerlon Hm6eb Hey. 1tl 7A664 it•e ..ec , .v.Nro ..e UNIT 1E1 8875 SW OAK STREET r, , .:., � "' LATERAL FRAASNG PUN 2 Sine 210E m SG 6U 76 69 NC B LOWER FLOOR TIGARD, OR 97223 .9h, c` cp SCALE: 3/32' 1'0' OF , 4 Beaverton. Oregon 97071164 6- @,w,scmeacan ..WAI •17,1.1sur.c4 n I SHEETS TOTAL A g el 111 •lam 1 `7 a N 1 ..w .� i I a \ c +i i L ai �" — 1 10 \ 1 1 4 II woc I ke _ I > 4 - r ° _ . g I t 1 . —mu - ' 1 � ' J .HD Ufa a a C ® it T • p m j g a gg • �1 ° r y tag 1 �1 i�`11111 X11 t t ' , \ h I I a � ° ' /= I �gJ i " �@ 'tom a c3C I :. Ilu�' �- I�[ li ' ,,D _ If 1�1 : \ °a � 1 3 — — eta — a l iC 13 D v hE ± a ax a ' 1 *1 Di C}D it Z{ m ° a 3hD ...... Iy11I111111It "1!�r' !n�In — —, I ��j� �����r,� ��I � �nn I 5� ■ r j e 1 lifa °�3114�� ; i 1 � 1 x � Ij� ,.• If — , � � Ait uuu le Y j f j '�fl R P 'e9 t! i y (1 �k � 1 ' .' � n11 >a 2 e 6 ri 1 Y ! ' - ICI . b i N J e 23 ^µ 7119111 I.t ■!iE 44 I r y 6 1 1111111111u�1�� 14p iv > .1 1 i Tj1 1 '• ' � �' H iiiiiiiiiiii - 1 cj � � m i .t I � ... , IIll lllll� a � • E :9NIE 1112 1 -t I ti p p Y 3 — r — 1° S @ 11 1 1 S 1I 1 1 11 11 1 � � �„ 1i i111UQr . ` , '1 '.. l' — 1 1 I g o e e m ° ° 0) i S 3 1 A Proposed Project for. _ o • 1C9N 'recMe/p'', fee -' € � t - B i l 1 a 9 Oak Street Townhomes, LLC .. ® �''i I - II - - - - c) I ° e 1 g 8875 SW Oak Street = � %! „m =— :L.__ ' (xi i = F Tigard. OR 97223 'm om _-� • • as a i .4 A Q fi a { � c — ti 1i 1 a— 31 i i�A� la 3 f 3a g di { •�� ftin ' q6 a i i° R s ' �� •,' 3 ,1 I ' ) 4Aa 5i ll 8 1 "/ :4::;11,:: a I : {. I E .1 1 �� I ,�, G a � ! d is li f vi ■ I ' \ B ' 1 t G ! jea 1 G a, i• 11111, 1 1 1 I iii P"al {!,! r f 1 . '0', "1 If.i E I a,` 1 a ! :.i. 0 { - . . i { a, • f ll . I e a I II E !,G � ,ie � � i . 1 _ - Mel 1 �� , _ a i ilf If 4. II P 1 {' i d l lrtf1e i 6, q 1 .. - � 1 { d f j: 1 I � � G P gill o i!1 t, ° a; ! E a s 2 1; tlj j ,;'.� !; d : rte ,� _ ° _ 0 — \ — , ; � ! a m C A. { I. 1E ii a R- i— • �I\\ � �1��TI i�� if if I�� . D � % a ' ;1 faa r - i a fil - F { = - - '''''' err_ _ _ a Ia 1 11 i 1 ! l e 1 d i a 1L4 91 { 3{ � l a d P i 1l i ! +0i ) a� §tia ((""�� t1 EE E' rd 1, a E ;11 S;314 •�1���6 � �II ;�I# # . , e 1 i Ea! 3 I. . Q - � iID I 1l / 3 sand s a P 311 �E_ A' _ !1 / i l s.uauuuusc . ) 111 s sra ) j i e - EF I E2J3 - & _� 111 i � 1 a ' z 1 a; 2 1 ° o i al - f a- A fi, i. IIi !!L� s „,._.2...„...:4; a i t! r '7�Ir1,1!% 0 11 :a : vu,r 9 i!a i1 ■11 A I q r 31 ., 1 11 �` .„. 1 0 'i a I { U f�w�IV■■tt. f�11 III ;i it fd l 1 a ii ` 1 ! E ' :+. twa )E -i a :rill:" tiiol ∎ • 1 ,I I ..■..s IE1 10 MIA II l I , i 1 1 m 61111j9 I a a d -r + j 1 �i�i� °i a i s i r; i �__� !; j C i E ! 1 © �q1N� y "°�Ijz_�:o o..a�a a�ao>v aeaa+ j 1 m c .' w , aos,M aaa a� ° ii F IT 1 1 ' : :_ ) i a a ) ; =- ■ a�aaa■ 1 o ;1 .a, i g v r y, 1 a.i m` ma cc ■ i, e a • Z y.. 33 P 011 aaa� atsas-a . r a a i la _ • gill?! i . rte_' 111111 ac�� l � , a ,18 ° •,Ftf V s q I .a• 1 fla 1 g, 3 { d i •;111 a ' " j 1 i a • P �, 11/iiIi 1 : i': .i t s `... I • g _ e a da 47.J �:1 -ix . /1\ 1.1 N o L a� - -� jBCI �•t •� g Hwy . a) ;111 �1�1 °1 t t` 1 r � ice`` i') g f �' \� ) ',ii. 11 F . Vii' 1Jidl 1' I ' i I I1 E' C� :5 i' _ 1 iii "' . 3 ' ,) 1st U , t 1 : 1 1)111 i 1 { U ill 1 + . " — rs n . I ■ _ a P , a a. a 1 i di I "a■ C I .j all ) J i 9y r , Man t . � .S •I1� 3 f f'G ei O r :t i.,"„ . - , �nA i t) 1e �! a i" �i a 1, Eii Id y •1 ■i f - 1' -. -, I el iG Is p".-..01!, aa�a � 1 11: I ail . =v S .� +aosi f r I a i1 1 :i aft �,, 3;31 t3.� i �; ,,, It - -- i - 3, ;1 :a: 3:a o w i 1 ?, i=�� 11111 n1W; .. a Ile L a � Ili , , . �' {!i -1 ! °I is i . � sat n �13 Ii 1 9 s I I Iii �� _ If 1 1t ° pp I. E lit e ' I 1 s la 1 Z i - Iii a : a i r: 1 I' { jj ai hi a 1,a a :allot �' - - 1 i, ;jig 1 a ) :..i a � ! gill • IE43' 'i � ; 1 . {'.jel i g o v0 1 I a I i 1 i{ ,11 4 a e, 6 1f i1 1 i; 111. 1 it h 1 .11 1 PI Ali i Ie1 ! 1 l 1e " 11 i r' ea 1a p a a ) .0. 1I r r R I E i 1 ° a Z ,l is es 1 � e a , •� � ! i + L3failI� fJ d e E 1 a 9 ail �I' O `:I Y f I r r ,r a er y h 1 ► � Z r` , -, 1 '. 1 GD • 4 }' t•- t S 0 ;re , g• r '.fi G a g3 A :.... dvd a .; a . v, a s y; i a ts immin _ ' x?� i 1 32 ::; 1>ss ill k 1! � 1 1 1 + r C i . e , i 3 p ,ac �' a . h E ; • - m x .111 1 1S• 1 ;t �• e a 1 t E E1r i ' v ° fill : 1 d f6i ,a ,a o i t e�; . ■ 1 I jdeiilr 1 i l 1e ` !e ; { i t .: • A� iae + araltechce/ tannin • 2 1 1 ! A Proposed Project for. o ,, EON o me q to f ' • g ! a �� Oak Street Townhomes, LLC '^ ®, w a � )�• 1-.,i, ° _' —^ : _ __� -- I E ' 1 i ! ' ® 8875 SW Oak Street 5 ` -" r V.. cr) Tigard, OR 97223 N 1 j VOA 1 • Lateral Analysis - Wind Calculations y . IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 1 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent= 80 I = 1 Exp= B Cq= 1.3 Qs= 16.84 Wind force: P = Ce Cq Qs 1 Ce Cq Qs 1 PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' -15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.75 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' ' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= 5.50: 13.6 = 75 pif P1= 5.50 . 13.6 = 75 plf P2= 0.00' ::..- 14.7 = 0 plf P2= • , 0.00 . 14.7 = 0 pif P3= 0.00 . ; 15.8 = 0 pif P3= 0.00 .: : 15.8 = 0 pif P4= . 0.00. .� • 16.6 = 0 plf P4= 0.00 16.6 = 0 pif P5= 0.00"t ;;:_• 18.4 = • 0 plf P5= 0.00. 18.4 = 0 pif P6= • 0.00 • • ::. 1 ,i , , 20.8 = 0 plf P6= : .0.00'. • • . 20.8 = 0 plf P7= • . ' 0.00...e'; ` .' 22.8 = 0 Of P7= 0:00 22.8 = 0 plf H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 pif FR- V3 +FR- V2 +FR -V1= 501 pif LR- V3 +LR- V2 +LR -V1= 600 pif Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 10.00 -; 13.6 = 136 plf P1= 10.00. 13.6 = 136 pif P2= . 5.00•:: 14.7 = 73 plf P2= .- 5.00. 14.7 = 73 pif P3= 1100 .;F .; :s' 15.8 = 0 pif P3= 0.00: 15.8 = 0 pif P4= 0.00 : • 16.6 = 0 pif P4= • 0.00 16.6 = 0 pif P5= - 0.00'r ='.: 18.4 = 0 plf P5= 0.00: 18.4 = 0 Of P6= . 0.00'. :.' 20.8 = 0 plf P6= . 0:00 : 20.8 = 0 plf 1 • 0.00'.. 22.8 = 0 pif P7= Q&0 22.8 = 0 pif H= 15.00 FR -V2 209 pif H= 15.00 LR -V2 209 pif FR- V3 +FR -V2= 426 plf LR- V3 +LR -V2= 525 pif Upper V3 Height PSF Force Px . Upper V3 Height PSF Force Px P1= 0.00:. f : - :.: 13.6 = 0 plf P1= 0.00 13.6 = 0 pif P2= " - 0.00-..': ?;.. 14.7 = 0 plf P2= 0.00 14.7 = 0 pif P3= 5.00. ', :' 15.8 = 79 plf P3= : : 5.00' 15.8 = 79 pif P4= '. 5.00 :' 16.6 = 83 pif P4= • 5.00 "- : 16.6 = 83 plf P5= 3.00 - - °•: 18.4 = 55 plf P5= 5.00. 18.4 = 92 pif P6= • 0.00 t. 20.8 = 0 plf P6= • 3.00: ' 20.8 = 62 pif P7 = • 0,00 22.8 = 0 pif P7= DAD ,•;: 22.8 = 0 plf H= 13.00 FR -V3 = 217 pif . H= 18.00 LR -V3 = 316 plf Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height - 33.00.. , + Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT,APPLY Left to Right Height • :38.00 • + Width 39.00, Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY i C 0 orcllitecture,plenning Inc. 8725 SW Beaverton Hillstlare liwy. Suite 21 0E Beeverton.Oregon 870053384 1. 5.644.7$81 tax 60 40.6..76.4 kgVmmyWlm YOn /lvmran blmeie a/ NWb3a N.^.ARB wnisYrtllSSlmOT • . , ' Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 1 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = .656.00 sf Site Class = • . :; D - HR„ = .25.00 • Floor = 10.00 psf ARw-ex = . 195.00 sf S 77:1: H2flr = .1 Exterior wall = 10.00 psf ARw -in = : . 98.00 sf S . 393 - H2rf = 11.00 Interior walls /partitions = 5.00 psf A2flr = 585.00 sf F H1flr = 1:00 Elevated Concrete Floor = 0.00 psf A2rf = . 48.00 sf F„ . 1.60 Left to Right A2w-ex = . 195.00 sf RFR = 6:5 . HR = .25.00 A2w -in = 98.00 sf RLR = 6.5 H2flr = 12.00 A1flr = 519.00 sf S = 0.771 H2rf = 11.00 Al rf = 114.00 sf SMI = 0.629 H1flr = 1.00 A1w-ex = - i73.00 sf Sin 10.52 A1w -in =I 87.00 sf SDI 0.42 I Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 656.00 sf X 10.00 psf = 6560 # Area of upper exterior wall (ARw -ex)= 195.00 sf X 10.00 psf = 1950 # • Area of upper interior wall (ARw -in)= 98.00 sf X 5.00 psf = 490 # Mass of Upper Roof (MUr) = 9000 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 585.00 sf X 10.00 psf = 5850 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 195.00 sf X 10.00 psf = 1950 # Area of lower interior wall (A2w -in) = 98.00 sf X 5.00 psf = 490 # Mass of 2nd Floor (M2f) = 8770 # . Area of 1st floor & walls Area of 1st floor (A1 flr) = 519.00 sf X 10.00 psf = 5190 # Area of lowest roof or elev. conc slabs(A1 rf) = 114.00 sf X 10.00 psf = 1140 # Area of lowest exterior wall (A1 w-ex) = 173.00 sf X 10.00 psf = 1730 # Area of lowest interior wall (A1w -in) = 87.00 sf X 5.00 psf = 435 # Mass of 1st Floor (M1f) = 8495 # Total Mass (TM) = 26265 Base shear Front to Rear Left to Right V = (( /RFR)W = 0.095 W V = (( /RLR)W = 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V . V total %%RAW Area psf Roof 6429 25 160714 0.66 1188 1188 0.18 656 1.8 2nd Floor 6264 12 75171 0.31 556 1744 0.28 633 2.8 1st floor 6068 1 6068 0.13 46 1789 0.29 633 2.8 $ = 18761 X = 241954 1.00 1789 4722 Left to Right Level Wx Hx WxHx Fa V V total Vtu Area psf Roof 6429 25 160714 0.66 1188 1188 0.18 656 1.8 2nd Floor 6264 12 75171 0.31 556 1744 0.28 633 2.8 1st floor 6068 1 6068 0:03 45 1789 0.01 633 2.8 Z = 18761 E = 241954 1.00 1789 4722 1. Controlling V per IRC 16-56 I ° el rcnir /pl ®Wring Inc. `V 9725 S Beaverto Hilsdale I$ ,. Suite 21DE 6eavenon, Omgon 87 Is 603664.7601 n- 44ae«.74e4 m6®6>n.naae6acom American 6011666 61 A0161e133 NLRB w..�unymea6un Shear Wall Design Approach IBC Section 1617.1 • Simplified Seismic Analysis • Governing shear force @ brace wall line: V = 3000 # - Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall © brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 • Adjusted panel design load : V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: V = 3300 # • Typical Uplift Calculation: Uplift Put = (((Ni x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT • V = 330 # Hp = 8 FT Pu= 2915 # DLp = . 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable • Pu2 = 1000 # Use Holdown: Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over • Y . .l General Notes: Minimum panel widths In Seismic Zones 1 thru 3 = (3.5:1): i; IDLp I: @ 8'-0" plate heights = 8'/3.5 = 2.29' say 2' -3" I Hp ' ` Q 9' -0" plate heights = 973.5 = 2.5T say 2' -7" •5W I: 10' -0" plate heights = 1073.5 = 2.86' say 2' -10" • H Minimum panel widths in Seismic Zone 4 = (2:1): :j Pu1 1 Q 8' -0" plate heights = 8'/2 = 4' -0" Q 9' -0" plate heights = 972 = 4'-6'" • 10' -0" plate heights = 10'/2 = 5' -0" IWDI 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. • 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over • • ICON 5r r ®r cr�trecrure/pl®nning Inc. C. 9725 SW Soeverton Hinsdale Hwy. Salto 210E n. ()flagon 97005.3380 11111 501644.7581 a. 80.64..758o tmeCmmaawmm MerlonIM ®Ye"f Ardent" WARE w"Jmertlitecla n Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analyses Proj. No. 10009.04.01 - Unit 1 ssue Date: 6/15/06 Upper Level - Roof Vx Wind Pnl Pnl Pnl Trib. Pril _ :., ,, �.: t. , • Trib. Seismic. Vx Vc G C eslgn ' PNL: ; `' :; .....t ..:. ;, Brace Ltne : Trib. Are Slesmic Force. Lngth Fight Wdth Brg. DL over. Load Pi Upliff =Py ; HO Load' : Hb':' • ' Width Force psf pif plf Wind Shears Lead plf .ID ; v . - :.;:.; Front to Rear - .L . - I- . W - Area plf. V1 348.0 8.5 : 1.8 630 217 1846 1846 16.0 8:0 •':8.0:. ` 0.0 0 115 WG 115 1 595 595 ;::' ` :'.:;' ° ": V2 308.0 7.5 1.8 558 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 ' A = 656.0 X = 1188 Controlling p= 1.00 Left to Right V3 328.0 20.5 1.8 594 316 6485 6485 15.0 8.0 3.0 300,0 12000 432 WG 432 3 - 2664 - 2664 :A::; V4 328.0 20.5 1.8 594 316 6485 6485 15.0 8.0 4.5 300.0 12000 432 WG 432 3 -2726 -2726 `' A'. •':: = 656.0 2 - 1188 Controlling p= 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. 1 r nKr rcnlr ec rure /planning Inc. Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.01 - Unit 1 IBC Section 1617.1 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Vx Wind .Trib.. Seismic nl : Pnl Pnl Trlb, Pnl • Brace Line • Trib. Area Seesmic Lngth Hght Wdth Brg. , Force Vx ; V. Gov. DL [ )esion • Pnl. • �..f. u Ac .: ' ': - `' • Width Force psf Wind' Shears . . " Load p� . ;.. pli -Pu HD; : ° Nofes ' If If Front to Rear L " _ • :. H "W Area over . If Lead plf .. ID . - .HD Load, ... . V5 316,0: :`7,5 2.8 871 426 3197 3197 16.0 : :':. 9:0 `8.0: F ' 0,0 0 200 WG 200 , 1 1429 2024 'v'8 ; •.''.` > V6 316,0:' . 7,5 ' 2.8 871 426 3197 3197 :16.0 ;:.9.0 ;.8:0 ; 0,0.. 0 200 WG 200 1= 1429 1916 ., '.;1§:7.; X = 632.0 X = 1742 Controlling p= 1.00 Left to Right V7 292.0: 195 . 2.8 805 525 10245 10245 15.0 9,0 4,5 ::45.0 1800 683 WG 683 5 5040 5040 V8 340.0 23.5: 2.8 937 525 12347 12347 15 :0: `9 0 3:5;' ' 90.0 3600 823 WG 823 '6 : 5447 5447 ;; E 3;4,5. X = 632.0 X = 1742 Controlling p= 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3.4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. • O ' r arcnlrecre ipl©nnin g Ic l v 0725 SW Booveurrlon Mllstl. to Hwy Sulto 210E n. Beaverton. Oregon 97005 -3366 , ti 11 sos.soi mi5 m. ooa.o...moa wad ew w .ca.em • N00dyn 5005380 of Nd$5044 05009 aw�.3800 thneclwm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 - Proj. No. 10009.04.01 - Unit 1 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor _ Vx Wind Pnl Pnl Pnl Trib. Pnl Accum. Brace Line Trib. Area Trib Seismic Siesmic Force Vx V 0 Gov. Lngth Hght Wdth Brg. DL Load pi Design Pnl. ID UpIIft=Pu HD Loa d HD Load HD Notes Width Force psf plf plf Wind Shears L H W Area over plf Load plf Front to Rear V9 316.0 7.5 2.8 893 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3574 H V10 316.0 7.5 2.8 893 501 _ 3757 3757 _ 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H X = 632.0 / = 1786 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 825 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11682 M 5 V12 340.0 _ 23.5 _ 2.8 961 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 49018 MISTL 3,4,6 / = 632.0 / = 1786 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE • 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT 1 � 0 ' r crtirrr�pinning lnc. `V 9725 SW Be e Hillsdale o Hwy. Suiro 210E Beaverton. Oregon 970 503 B44 NMI fax 503844.7649 nfo®crnuchM team Ameman Ifl.06. et *Jth tcta 60*49 ww xan9 hIt,C4mm Shear Panel and Hold Down Schedule ' PANEL IBC 2003 and NDS 2001 ed. • . PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID , Value Requirements Staggered Nailing DF #2 Anchor Bolt HF #2B Connection DF#2 DF #2 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" @ 4' -0" o/c 16d © 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d @ 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" @ 2' -6" o/c 16d @ 10" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d © 2,2,12 16d @ 3" o/c 5/8" @ 2' -0" o/c 16d © 4" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d © 4" o/c & A34 @ 12" o/c 5/8" @ 1' -6" o/c 16d @ 3" o/c & A34 @ 12" o/c 3 x 1 ,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d @ 8" o/c & A34 @ 6" o/c 5/8" © 16" o/c 16d @ 5" o/c & A34 @ 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d © 2,2,12 16d @ 3.5" o/c & A34 © 6" o/c 5/8" @ 12" o/c 16d @ 6" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F . 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d @ 4" o/c & A34 @ 4" o/c 5/8" @ 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d @ 12" o/c 5/8" © 4' -0" o/c 16d t 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 12" o/c 2 x - 1,2,3,5,DE,F 11 150 1/2" GWB blkd ea. side 5d @ 4,4,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 _ 5/8' GWB blkd ea. side 5d P 4,4,12 16d A 10" o/c _ 5/8" (til 4' -0" o/c 16d A 6" o/c 2 x _ 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end 'A equal strap length min. lap at splices and joints. Provide '/. lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end YI equal strap length min. lap at splices and joints. Provide % lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end Y: equal strap length minimum lap at splices and joints. Provide'' /. lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end Y: equal strap length minimum lap at splices and joints. Provide Y. lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end Y: equal strap length minimum lap at splices and joints. Provide '/. lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2" edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8' stem wall @ 8" from comer. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @'W" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8° from comer. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @'/z from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1/4x3 WS 5/8' or 7/8' x 18' embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8' embedment. Equiv. thd rod wfSET epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8' x 18" embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod wfSET epoxy at 10° embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8" x 18' embed. AB, SSTB28 AB, 7/8° x 16 5/8° embedment. Equiv. thd rod w/'SET epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8" x 18' embed. AB, SSTB28 AB, 7/8" x 16 5/8° embedment. Equiv. thd rod w/'SET epoxy at 12" embed. 5,6,7,9 M 11080 _ HD14A 4 - MB 1"x30" w/ 3 "x1/4" washer or threaded rod w/ 42° dev.embd. Igth. May be hooked in wall plane. Equiv. thd rod wfSET epoxy at 18" embed. 5,6,7,9 CQneral Notes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2° x 3/16" GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32" = 1/2", 7/16" = 3//8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15° x 7° ftg. w /(2) cont. #4 rebar, an 8' stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be Increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at altemating sides. See General Note B. 5. Installation into an 8° foundation wall required, min. 2500 PSI concrete anchor bolts to have 2" x 1/16' sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note 8. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Pal MD Penol 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. (She &r Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. C 0 NOrcn pl Ile 1TCCiUrc /0nning Inc Wi5 swe ,o,, pl HMwwyy sE Bearorton. o=9o, 97095.]]e 1103 641 7.151 It. BM SU MO rebeleaschfoll R. HIV " "mn. dw"am none Structural Calculations for: ... Oak Street Townhomes _ = - ,:: ::. 8875 SW.Oak Street, 9:72 '` : f � ,.l � L- `` iji Project No: 10009.04.0= .Uhit:2 fl ` =' ` 7 : .: z _: _ 1 • I I- 2006 Issue Date: 06/1"5/06-. :' -': ; i• CITY CI "i OF SAPID Design Criteria 2006 BUiL ING C ISIO , T IGA ; D Roof Loads Waj c, € Is DIVISI01\1 Wood Shingles 2.00, psf Exterior 1 ply A.S. felt : '0:50 psf Siding _, .` -2:00 psf 2x framing & plywood sheathing ` = 6.00 psf 1 ply A.S. Felt :Z59 psf Misc.&/or Snow Toad > 30 PSF 1.50 psf %2" plywood sheathing 2:00 psf Total Dead Loads 10.00 psf 2x6 framing . = psf • Total Live /Snow Loads I 25.00Ipsf %2" GWB ' 2:00 psf Total Roof Loads 35.00 psf Miscellaneous .I psf Floor Loads Total Ext. Wall Loads 10.25 psf %" underlayment 1.50. psf %" plywood sheathing _ 3.00 psf Interior 2x Framing 5.00 psf %2" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf %2" GWB 2:00 psf Total Live Loads I 40.00Ipsf Miscellaneous Q0D psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I. 1 .. 0.061 psf Floor diaphragms: (glued) 3/4° T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32° Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : 0 Seismic Use Group : Basic Wind Speed /3 sec. Gust: - 80 d h^ Wind Exposure Factor: B �IlD Site Elevation assumed: 380 Ground Snow Load PSF: 30 Miscellaneous: f s • . • • 1 - • Soil Bearing: 1500 psf assumed pG ' I a 6 lip Add.Snow Ld.= ((Elev 380)Brz12) +25) PSF 0 • ' Concrete foundations: 3000 -psi mix C. • . 0, Concrete Flatwork: 2000 -psi mix �� � (`- 0 Beams and stringers: DF /L #1 or better OF o� Repetitive Joists: DF /L #2 or better • Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 • • Prepared by: I C 0 rcnc /pl®nnm9Inc. l y 8725 SW lrc Beaverto H6sdale Hwy. SUI a 270E Beaverton. Oregon 97005. 11 603 644.7461 Os SC3 44.7669 eeeg eenerd 6.e mm Nmrtan ewour al Mmlbcs NCMO ww.kau '�.eamn THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS. ri 15 PREPARED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR 70 EXECUTION, IN THE EVENT T OF AN AMBIGUITY OR DISCREPANCY. vent :, -.)-: 07 t:1 11 I f5 . -0 . AlW P6 -35' f a AVG. HGHT OF PROJECTED ROOF - ___E 4 P5 -30' • SIMMER P4-25' P '1 II!��II' h. ` 1 I fIii if P2-15' i L R ' Ipill . � 1 0 -- - - -- -- - - a ii I ' ' ' - - -- i Its i lid 15' —0, I I UNIT 2 - PRONT ELEVATION • • • P7-40' AVG, HCM W PROJECTED ROOF 1 P6-35' ------ - - - - -- " P5 I - - ® =- - - - - -- P4-25' •,. 0 4 7 Illlllilll " P3-20' UPPER ( : �� NJ ' P2-15' • ilIIIIIilI • .o • - -- ---.— iii — 6 1 1 5' LONER , UNIT 2 - SIDE ELEVATION • • DATA: ISSUED FOR JOB RATER JH SUBMISSION A PROPOSED PROJECT FOR: Q ED ico larchitecture /planning inc. 3 IVV DRAWN BY: 1BS 06-15-06 >J1M� {ft', I �■ h , �.. OAK STREET TOWNHOMES, LLC �� j� i 'N LATERAL FRAMING PUN 8875 SW OAK STREET . . 9725 SW Berelq, Haan HWV. m5W 610061 A�,t -,M rmro& tI, x.. ELEVATIONS TIGARD, OR 97223 y '' - ` salero6 4 50 • N Y. J1.RS . S? ,.•. : 1/16 1/16 4 � . SCALE: SHEETS TOTAL OF $ • v Bevahn Orval 99051161 « � `. -_ VC I V i • A 4 307 SF r f .. rl co )\>, I �, Q o0 1 I• N I. is 1 [ \ N • i 1 y . gg � ' 1 I. . • a pi 1,4 j , _. , Y I :: i I'1 jl o to 0o y i � a o3 • I • A 3 307 SF • _ • • I I • At. AghL Alb. illti . 15' 7-6' 7' -6' w H N. n 0 0 ro ro \\ R \ H / Q / II UNIT 2 -UPPER FLOOR PLAN - C AREA OF UPPER ROOF CARrf): 615 SF AREA OF UPPER EXT. WALL (ARw -ex): 190 SF AREA OF UPPER INTERIOR WALL (ARw- in):95 SF • • DATA ISSUED FOR: ISSUE DATE 623/01 SUBMI A PROPOSED PROJECT FOR: @D . IC Narchitecture /planning Inc JOBNUA®ER: 11:039.04 06 ,`EQ` 1 23-06 = Co f I • . `. DRAWN BY. KS OAK STREET TOWNHOMES, LLC caY , ;, UNIT 2 -C 8875 SW OAK STREET • . , -a 0 SW BWelm NW - saiw s, .701 Amas imam'," comma `C uUFAAL FRIA=PLAN Sum 210E A07.M&7 NTJ.�I ' . UPPER FLOOR TIGARD, OR 97223 ., GO Y m SCALE: Y!2• • 1•a' O� , • V buretaA Qapm 70C1ffi/ meo-- mn.Jmnmcwed.m: SHEETS TOTAL • S 1 0tk©an1 TYP. FI Vs Ai 1 A= 340 SF • _ • L ! #� r Co l ' ir CO DJ i v 2 ' i 1 • 5,0 • •�Z �nl 1 1 illu I I It i l °3 i II ll SI • —_ + / A 7 278 SF • = 1 • • Aft, MINE itk AIM 15 7' -6 7' -6" N it O Q, • in %..0 \ 1 11 >6 >Q • • UNIT 2 - MAIN LEVEL PLAN - C AREA OF UPPER FLOOR (A2flr)1 570 SF • . AREA OF ROOF OVER (A2rf): 48 SF - AREA OF MAIN EXT, WALL (A2w -ex): 190 SF AREA OF MAIN INTERIOR WALL (A2w -in): 95 SF • • DATA: ISSUED FOR: J BNI T& SUBMISSION A PROPOSED PROJECT FOR: C FA • IC° 1� larchitecture /planning inc. 06 -23-06 v S l V s,> 5.R MANN BY: MS OAK STREET TOWNHOMES, LLC ° �^ " / ' " LA Faumlc vuH 8875 SW OAK STREET I/ mMl MU 9725 SIN B,e HMI. id Amrban lr+rl.�uti A/cfaate MAIN R2OR TIGARD, OR 97223 „ .: 2 °rte rsm.aaM HrAws SCALE: 3132 • TO' �' OF $ t : fit_ SHEETS TOTAL • °Y° y B �` D`�" 12712053324 °1b am„' ° .kon.wooy.®^ • • STEEL POST, ' _._.......__....--- . . ..._._ SEE FRMNG. PLAN CONT. GRADE BEAM, SEE \ 2 FOUND. PLAN _ - ?p 140 F � � L= 2.5 PLF STEEL POST, p� /// ' SEE FRMNG. PLAN � r co 1 • e Z 11 io -I't L In :I N NAIL PLYWD. 1 1.� er ► � SHTG. UNDER !;, . co .... H1 W/ 8d ,4,4,12 li' � _. i UNBLKD. i = d - I i l ' 1 ;�!► it Pik 0 a W Lal ,. -„ lid 1 I d,.– co i, co I 1-1 IN E I '; 1 I ; __ we,.1., _ . A 11 278 SF N. •.. 4 P L= 10.5 PL ®AL ®AIM1 10.5 M' 7-6' 7' -6' H N o' as O O CI Cl O ' 0 II 11 >6 � 6 UNIT 2 LOWER LEVEL / ;ND. PLAN - C AREA OF LOWER FLOOR (A1flr): 344 SF AREA OF LOWER ROOF (Alrf): 289 SF AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw-in): 57 SF ISSUE DA7EA7vnoe SUBMISSION A PROPOSED PROJECT FOR: �< GED • , 1C0A 1 ®rchitecture /pl®nning Inc. ISSUED FOR: -06 NUMBER 10009.01 07.17-06 CC�� w' , 1 •• lI 1 DRAWN BY. S OAK STREET TOWNHOMES, LLC ak ar 1 M y UNIT 2 -C Arne *. 8875 SW OAK STREET 1� �.,, :. onsswa�elmNaemeN.N e - i«�I.vwwa;+a� LATERAL FRAMING PLAN r '' L* Same 210E m 503 644 76(8 MA' RS LOWER FLOOR TIGARD, OR 97223 9 SCALE: 3137. -0 OF �' V _ BemerloR aeOon i7005aM mn@ravclmaran wae..ar.n +:iron m SHEETS TOTAL 2 ap ��� �1' p �. A a �: F _ r �� N 1 h_767 .-- z, ( ' a a ( it - -� - ;f.4 4 dt _ _ `C► At.. A p e e D Z r- T I1 A p 3 a • lo el ri ' ..., ....... 1gl�l�.0 pi P ! iii — -- 1,' _ ';' : J � .C■ + 1- ; : e e n ° ° 'Ir § NO ell .+;'—<°. 1 0 ‘17 j ='p • _ j is i g ab— ' b 3111 ���• wns °°i. m. i 2 p� : e e � D A 1 :,- r a � -arms -a r : I il � It n 4 03 lac, 4 u. cD • • aZI _ 4 y OD qhl i1 L 11n11 11 I -- '7D $ieltio„,di ' 'iI1 :inno7:LA }m /. '\ Wi >u r !h' n:ns� v i II p�1 o rii , - 1 r , ` ; 1 . - t 1 • 111 i I E cF F e, l EIll e e lip, � ( 4 1 1: ; ' n " Ilf ea�>a !I - 1 1 ; ; ii ii : i , Iiiiii P:,,1,1 dii..,1 il@F ir } 4 ;;;� iifi�i � - ua lanl lll l lli;l • J ul t y Rat e m ' l r 1111 °■ .. P ii iIII IIII t . . - 0.p� IHH T _ 3hD �D Q e 0 a CO £ � S F I A Proposed Project for. C • e", ICO dara /ploeN�p inc p Oak Street Townhomes LLC ' ° t i f '' 9 4 8875 SW Oak Street p � - _ �� F O Z,' � 3 a Tigard. OR 97223 z I �q. l c -_ — _ I • • _ .. .. .. —.� I_ Via ri. i, on anon I� e ° — ••°- s.d^. °.. I, ° Man ... .. l� ""`• t V ' V ' S . : 4 � In. � I Jill . :. . — LIMN _ rLI AyB —,� . otig� 041d3 TRAAPA • CANTILByE •.. ..mn ° w . ems_ o ! IIIIiI ■ I.I ': .� .. "'= - - j bRR TRANlww•R0. at '"' iS" ":{?r : I i iii we' .y m. a id. it Ix— i .v " Iat II {� � //� � � � _ I . �IIII � e A 111 Beggar ✓ o " . ... i�I , 1 1 jL r������ ` P���,4-51 ` � � . .. • •B 3 _ M � v .r� � 1Y 4 O � I • - m S e ��s CIS ► I o OUCHSTON 7 •� j am = =� o •'_ - . � • _� �� -- -- i� - . _ _ � .7„, __ _ 1111 E IM 1 Ii 1r�I � � • . , _ 1 r _� ii crow • . •••••• w P . o .� •n 3 •' '••° 0 � \ \If s� ... I'I' �II�' L ®r: �j b14A TAY.P�ER B eTp,Tp ! kfBAA 1R6NBER . m , —.7.-:-..; 7 6ABle ROOP EFD m R 1. I •� _.. Cram Pop e a+. ; O IiN101}O �.:. :157 '� x " - somas. m,, ©,_ _... _ 0 ... S _ .n�., "-. �.,: _ � �°'R e a R y.... ' fl "_` i1 . I � 1 . O {; IA 1w� � ..a...a � 1� J B I 3 Mr NNM NN w ii- I E F fN1 "'• C\ J ...re.w c .... n'PICFl 0X44 GALL PANe w .u..- ; � I II'1�� ;Ii :� ■ F :� I , : ..� C .� �° ` l7' .=.7.----- .Q N m ��� 5 I, ,14 1,• m E 0 .1LP .. rJ �...e _ air." I �� ^ I .tom- !��� '�� \4 1 ��� _. � s� e = — - `�� + ! " v. � c � � 17111 Mall . • MT. GULL t .- m i l �i _ ' + k3 I r a t =� ' • � _ _ k y E" y p Vii o f C= MI , �_ ..u. It - w } � � A I ' I _ .�. � 0- N m ��!�;�� % , ..• ■ 1 N NS .... iI/a �I I Cn ��I ' ,�,. = R a �.� •:.'' 11= 71.;., I, � ,� 1 i -� •� •--• -• •trP eTBPPBO e«BAR meu III ,` A7v.. rs 6r.4083 -.. pay y . m . ??)1 [.. ,.i. _ . . m 22. r. oC � cr.... .un l� nf.. me,,,j r. wan .. r ...w. e.� � 14��1BB� IggiV Tm - � + �, -- . - 1 . .kii 1 . � r , ' __., a __ W.lM4R 4lL At T / , f ...� °. R. ® AIm RA W ::�r_W =° .:se AM .10 ::74.1...• , � N ..�� o I i�,1l :°a A , , �� .. o — I = .1. 1 ', II �ttl� - won! r ii I r� ����. I !I h ` [ .. • A I . �� 'J ` ! A O it➢G:? �T� sxJ ll l `� tiMrt.�zrr BUSES _ � L ::.::I: i' (. ri L ..1... ail_ �wr li ∎ 11 1 B 1 ��B \1L7f11V� — ........ ® (gym, ®KmwA tyalR � own twwRO�mAa wine Post � j. l � �l_ '7e .. i �If O iA I :.1q4 m7° 1 ita., tl::4° NTOTTI a ss 's 1 . 7r . .....7...7.77.7.7.7=.7.7 .". '" ® II■` °.. .._•_ � 5 f , N I. IE )�r.1 � T -_ r, , _ i.m e. d�� o ® o o .virrais ` . °:' °. .- 0�: +� .. IL1! I " �- - Q - _: • • . •, —. N_ c.. ..A∎, u =r.:.�r�ur� 0� mn.. ®.....m ..... - --- r.k : e .. 1 , �� w m wmnn asseaszariatirno �IiGffiil F ' ' um IELUSGMIZill NOTE: ALL DETAILS APPLY AS REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS P NOT PLAObED. ALL DETAILS N.T.B. UNLESS NOTED OTHERWISE �+ aaa PREL - X75.06 V. N i u R aDNATAIPL MI Al • Lateral Analysis - Wind Calculations IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes • Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 2 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent= 80 I = 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs I PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' -15' P2= 0.67 1.3 16.84 1 .= 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= . •. 5.50 •. 13.6 = 75 plf P1= 5.50 13.6 = 75 plf P2= : • 0.00 - 14.7 = 0 pif P2= 0.00. 14.7 = 0 plf P3= 0.00 15.8 = 0 plf P3= (100" 15.8 = 0 pif P4= 0.00 16.6 = 0 plf P4 0.00 ' 16.6 = 0 plf P5= . 18.4 = 0 plf P5= 0.00 • 18.4 = 0 plf P6= 0.00.' 20.8 = 0 pif P6= .0.00 20.8 = 0 plf P7= - 0A0 22.8 = Q plf P7= I 0.00:.. 22.8 = Q pif H= 5.50 FR -V1 = 75 pif H= 5.50 LR -V1 = 75 pif FR- V3 +FR- V2+FR -V1= 501 plf LR- V3 +LR- V2 +LR -V1= 600 pif Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 10.00 13.6 = 136 plf P1= 10:00:, 13.6 = 136 plf P2= 5.00::. • 14.7 = 73 plf P2= :.5.00._• 14.7 = 73 plf P3= 0.0Q ; 15.8 = 0 pif P3= 0:00.: 15.8 = 0 plf P4= 0.00 ": 16.6 = 0 plf P4= 0:00' . . 16.6 = 0 pif P5= . > :. O.00' 18.4 = 0 plf P5= « 0.00 18.4 = 0 plf P6= 0_00. 20.8 = 0 pif P6= 0.00'• 20.8 = 0 plf P7= 0.00: 22.8 = Q plf P7= Q,QQ: 22.8 = Q pif H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3+FR -V2= 426 pif LR- V3 +LR -V2= 525 pif Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0:00 " 13.6 = 0 plf P1= . 0.00.7. 13.6 = 0 plf P2= 0.00; . 14.7 = 0 plf P2= 0.00 • • , 14.7 = 0 pif P3= ` 5.00 - 15.8 = 79 pif P3= < <' 5.00 15.8 = 79 pif P4= : = .1::..5.00 ' • . 16.6 = 83 plf P4= 5.00 16.6 = 83 pif P5= : ..3.00'• 18.4 = 55 pif P5= . 5.00 ': 18.4 = 92 pif P6= - • 0.00 20.8 = 0 plf P6= ::•,3.DO • : 20.8 . = 62 pif - P7= 0.00 _ . 22.8 = Q pif P7= : ;: DIG , 22.8 = Q pif H= 13.00 . FR -V3 = 217 pif H= 18.00 LR -V3 = 316 pif Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height : 33.00 + Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38.00 + Width 39.00 Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY I 0 i ercnirecture /pleinning inc. `V 9725 SW Beaverton Hillsdale Hwy S uite 7 10E Beaverton. Oregon 67005.3364 ,, sinew 7881 fa e03.e44.7869 Infeaararadataa • Lateral Analysis - Seismic Calculations . Y . IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 2 Issue Date: 6/15/06 Mass Weight (Wj Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = -615 :00 sf Site Class = . - ..%.17 - -.___ - HR„ = .2.5:-0p - Floor = 10.00 psf ARw -ex = 190.00 sf S r_ :77A- H2flr = :12:0 Exterior wall = 10.00 psf ARw -In = • . - ' sf S = 39.3° ' H2rf = - 1100 Interior walls /partitions = 5.00 psf A2flr = : , ; 570.00 sf F = 1 H1flr = - - 100 Elevated Concrete Floor = 0.00 psf A2rf = 48.00 sf F„. 1:6Q - . : Left to Right A2w -ex = 1 sf RFR = 6.5 _ HR„ = 25 :00 A2w -in = 95.00 sf Rut = 6:5 H2flr = 12:00 A1flr = 344.00 sf S = 0.771 H2rf = 11.00 A1rf = . 289.00 sf SM1 = 0.629 H1flr = ::1.00 Al w-ex =----' " 114. sf SDS = 0.52 A1w -in = 57.00 sf SDI = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 190.00 sf X 10.00 psf = 1900 # Area of upper interior wall (ARw -in)= 90.00 sf X 5.00 psf = 450 # Mass of Upper Roof (MUr) = 8500 # Area of 2nd floor & walls . Area of 2nd floor (A2flr) = 570.00 sf X 10.00 psf = 5700 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 190.00 sf X 10.00 psf = 1900 # Area of lower interior wall (A2w -in) = 95.00 sf X 5.00 psf = 475 # Mass of 2nd Floor (M2f) = 8555 # Area of 1st floor & walls Area of 1st floor (A1flr) = 344.00 sf X 10.00 psf = 3440 # Area of lowest roof or elev. conc slabs(A1 rf) = 289.00 sf X 10.00 psf = 2890 # Area of lowest exterior wall (A1w -ex) = 114.00 sf X 10.00 psf = 1140 # Area of lowest interior wall (A1w -in) = 57.00 sf X 5.00 psf = 285 # Mass of 1st Floor (M1f) = 7755 # Total Mass (TM) = 24810 Base shear Front to Rear Left to Right V = (( /RFR)W = 0.095 w V = (( /Ruz)W = 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFRMy Area psf Roof 6071 25 151786 0.66 1112 1112 0.18 615 1.8 2nd Floor 6111 12 73329 0.32 537 1649 0.27 618 2.7 1st floor 5539 1 5539 0.42 41 1690 0.31 633 2.7 X = 17721 X = 230654 1.00 1690 4452 Left to Right - Level Wx Hx WxHx Fa V V total Vt Area psf Roof 6071 25 151786 0.66 1112 1112 0.18 615 1.8 2nd Floor 6111 12 73329 0.32 537 1649 0.27 618 2.7 1st floor 5539 1 5539 0.02 Al 1690 0.01 633 2.7 1 = 17721 X = 230654 1.00 1690 4452 1. Controlling V per IRC 16-56 IC0 Narcnitecrureipion . ning inc. C. , egon 1• 5 6447681 rax 6WO .766D No®IcaWd6.1.mn Ammo", 4WD. of /1.ddb� N[:Ma n,rrt.ka,xtddleCma, Shear Wall Design Approach IBC Section 1617.1 • Simplified Seismic Analysis Governing shear force @ brace wall line: = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: VIW = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 plf Panel selection determined from this plf Toad from Shear Panel Schedule Adjusted overturning load: V = 3300 # Typical Uplift Calculation: • Uplift Put = ((Ol x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V= 330 # Hp= 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: Pu2l Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over • .. General Notes: t ' Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): j DLp J @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" @ 9' -0" plate heights = 973.5 = 2.57' say 2' -7" 1'5W @ 10' -0" plate heights = 1073.5 = 2.86' say 2' -10" Minimum panel widths in Seismic Zone 4= (2:1): .;� ;fit . IPu1 I @ 8' -0" plate heights = 8'/2 = 4' -0° W % @ 9' -0" plate heights = 9'/2 = 4' -6 "' • <;, @ 10' -0" plate heights =10'/2 = 5' -0" I Wp 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over _ t orcMltecrure/plenning Inc. l l \ 0725 Sw Beaverton Hillatl Hwy „ Beaverton. Oregon ale 970053366 Suite 210E bolew. , m am . OMa eas INr�tiranvtltrnmm Anew= I, .m of NdtlYtl° NGR9 wv1mNTJi"Qmm Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 2 ssue Date: 6/15/06 Upper Level - Roof Trib: Seismic Vx Wind Pni PnI. Phi Trib. Pnl • VQ Brace Line .Trib. Area Vx Gov. g. D.L. ver Load ea Siesmlc Force Lngth Hght Wdth . Br p� Dusign PNL '. , Iif =P HD Load :Ht) ; •;Notes' Width Force psi Wind Shears p pif . plf L H W Area pit 1 -90 plf ID • t:: ':;':; ; :.:; ,: 'r Front to Rear V1 307.0 7.5 1.8 555 217 1629 1629 16:0 8.0 8.0 0.0 0 102 WG 102 1 • 486 486 a q' V2 307.0.' 7.5 1.8 555 _ 217 1629 1629 16.0 8.0 8.0 = 0.0 0 102 WG 102 1 486 486 A = 614.0 I = 1110 Controlling p = 1.00 Left to Right V3 307.0 20.5 1.8 555 316 6485 6485 15.0 8:0' 2.5., 300:0 12000 432 WG 432 3 -2644 -2644 V4 307.0 20:5 1.8 555 316 6485 6485 15.0 8.0 4.5 . 300.0 12000 432 WG 4 ."1 -2726 -2726 ! : 'A`: l.': = 614.0 = 1110 Controlling p = 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. !rink torcn1tectUre /plt9ftfting inc. Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 2 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Trib.'. '�elsmic: Vx : ; Wind • Pnl �:::;Pnl, ;Pril - c ri b : DL �;, Brace L'tne:.. Crib. Area "` `...... ..:: • S . Force • I:n t D�isign n. Accum l o Width Force 'psf :;; Wind Shears. g Ngtit Wd- ; BFg: . , Load P1. 11 Pu HD , Notes pif If. L H W Area p f LOW pit . Ib.. ' over Front to Rear p I P. HD tia V5 309.0 '7.5 2.7 825 426 3197 3197 1p) 9.0 8:0 • 0.0- 0 200 WG 200 •1 : 1429 1916 V6 3l)90. 7.5 ' 2.7 825 426 3197 3197 16.0 " 9.0':' '8,0 •. 0.0 • 0 200 WG 200 1 1429 1916 = 618.0 = 1649 Controlling p= 1.00 Left to Right V7 2780 19.5 2.7 742 525 10245 10245 15.0 9.0 2.5, 45.0 1800 683 WG 683 5 5132 5132 V8 340.0 23.5 2.7 907 525 12347 12347 15.0 9.0 4.5 90.0 3600 823 WG 823 •6 5401 5401 �;E' "_ ::;3;4;51 X = 618.0 Z = 1649 Controlling p= 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3.4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. ICoN arcairec k turei ni pl®nnin Oreg Hwy S verlon • Oregon 97005 -3389 11 503.54.7601 164 503.64.7500 `r5®m..wneee can American hn6Wle of ArWlecl5 MOAN' www.YSn6rcARttt7on Client: Oak Street Townhomes Panel and Uplift Calculations . • Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 2 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind Pnl PnI PnI Trib. Pnl Brace Line Trib. Area Trite. Seismic Seesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load pi Desi PnI. ID Uplift =Pu Accum. HD Notes Width Force psf pif pif Wind Shears L H W Area over pif plf HD Load Front to Rear V9 309.0 7.5 2.7 825 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 309.0 7.5 2.7 825 _ 501 3757 3757 16.0 _ 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 _ H / = 618.0 I = 1650 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 742 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11774 M 5 V12 340.0 23.5 2.7 908 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 48972 M /STL 3,4,6 1 = 618.0 1 = 1650 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT I Inc. 9725 SW Boovorton Hlllstlalo Hwy. Suito 2 70E Beaverton- Oregon 97005 -33&1 1 503 BM teat fax 503 04.7606 olaeran0rtltltect own IunerRan Institute a Mauteet• NCAN0 ww rcnercnaect mn Shear Panel and Hold Down Schedule ,PANEL IBC 2003 and NDS 2001 ed. • PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF #2 Anchor Bolt HF #2B Connection DF#2 DF #2 1 260 1/2" CDX 8d © 6,6,12 16d © 6" o/c 5/8" © 4' -0" o/c 16d © 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d © 4,4,12 16d © 5" o/c 5/8" © 3' -4" o/c 16d © 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d © 3,3,12 16d © 4" o/c 5/8" © 2' -6" o/c 16d © 10" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d © 2,2,12 16d © 3" o/c 5/8" © 2' -0" o/c 16d © 4" o/c & A34 © 12" o/c 3 x 1,2,4,5 „13,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d @ 4" o/c & A34 © 12" o/c 5/8" @ 1-6" o/c 16d @ 3" o/c & A34 @ 12" o/c 3 x 1.2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d © 3,3,12 16d © 8" o/c & A34 @ 6" o/c 5/8" @ 16" o/c 16d @ 5" o/c & A34 © 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d © 2,2,12 16d @ 3.5" o/c & A34 @ 6" o/c 5/8" © 12" o/c 16d © 6" o/c & A34 © 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d © 2,2,12 16d @ 4" o/c & A34 © 4" o/c 5/8" @ 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d © 7,7,12 16d © 12" o/c 5/8" @ 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2' GWB blkd ea. side 5d © 4,4,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d © 8" o/c 2 x 1,2,3,5,DE,F 12 175 5/8' GWB blkd ea. side 5d @ 4,4,12 16d @ 10" o/c 5/8" @ 4' -0" o/c 16d na, 6" o/c 2 x 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end 'A equal strap length min. lap at splices and joints. Provide % lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end %2 equal strap length min. lap at splices and joints. Provide % lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end %2 equal strap length minimum lap at splices and joints. Provide '% lap length for continuous straps. 4,6,8 D• 4845 MST48 23 - 16d each end %2 equal strap length minimum lap at splices and joints. Provide'' /. lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end Y2 equal strap length minimum lap at splices and joints. Provide lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2" edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ Y:" from comer. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 or 4 - 1/2" MB Installation in 8" stem wall @ 8" from comer. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ %2' from comer. Use STHD14RJ w/ Fir. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1/4x3 WS 5/8" or 7/8" x 18" embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8" embedment. Equiv. thd rod wfSET' epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8" x 18' embed. AB, SSTB28 AB, 7/8' x 16 5/8' embedment. Equiv. thd rod w /SET' epoxy at 10" embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8' x 18' embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod w /SET epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8' x 18' embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod wfSET' epoxy at 12" embed. 5,6,7,9 M _ 11080 HD14A 4 - MB 1 "x30" w/ 3 "x1/4" washer or threaded rod w/ 42" dev.embd. lgth. May be hooked in wall plane. Equiv. thd rod wfSET' epoxy at 18" embed. 5,6,7,9 r,enpral Noteq A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2' x 3/16" GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32' = 1/2 ", 7/16" = 3//8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7" ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Fnotnntes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at alternating sides. See General Note B. 5. Installation into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2" x 1/16" sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Pet & HD 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. vier Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. /"O ` rorcnlree /pling n II (` 1 9725 crur SW B.mto,, id. pa MW Suti 210 E soil 803 6. 1001 Bea 1M4 TU 87005 gym. 0,,"0.818888.6 4 erorm .416 ....m,.,n...am" Structural Calculations for: Oak Street Townhomes P; ._ � ; • . 8875 SW Oak Street; 97223. � � �' � Project No: 10009.04.01 - Unit 3 i ` � �, L .. , Issue Date: 06/15/06 II IT DF I J F IJ h,Ui'' � 2 r „ r BUI 'ING +IVISIO1\1 Design Criteria ; • Roof Loads Wood Shingles 2.00 psf Ext Wall ll.. C F i 2 : . : d L " ' ) ` 12 I?IV[3LON 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing &1/2" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.8Jor Snow Toad > 30 PSF 1.50 psf 1/2" - plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live /Snow Loads I 25.OoJpsf 1/2" GWB 2.00 psf Total Roof L cads 35.00 psf Miscellaneous , A.7= ..c Floor Loads Total Ext. Wall Loads 10.25 psf %2" underlayment 1.50 psf 3 /4" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf 1 /2" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1 /2" GWB 2.00 psf Total Live Loads ( 40.00Ipsf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I 0.001 psf Floor diaphragms: (glued) 3/4" T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80 Wind Exposure Factor: BID ARC Site Elevation assumed: 380 l• Ground Snow Load PSF: 30 �� 85 /II Miscellaneous: GoOORK:HC" Soil Bearing: 1500 psf assumed r Add.Snow Ld.= ((Elev- 380)8/212) +25) PSF 0 ad ') er Concrete foundations: 3000 -psi mix • ' Concrete Flatwork: 2000 -psi mix " L D, 0 � Beams and stringers: DF /L #1 or better 4(4 - Repetitive Joists: DF /L #2 or better OF O s Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates © FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: I ®r0725 crurc / pl ®nnlre 2 Inc. 8725 SW Beaver:n H�IS Hvy Sulte 210E Beaverron, Ore 57005 -3304 IN 5036..7661 fax 36.65.1669 .eegmubrr1am„ American 9mmes of A,5650 NC.wa war.lenuiw°..amn, HIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STR!.!CTURkl.. D:- GRAMS. IT IS PREPARED SOLEL i FOR THF__ PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT 13 PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NC) t:'AR1RANTY IS OFFERED OR IMPLIED NOT IFY THE DESIGN PROFESS IO! JAL, PRIC;R TO EXECUTION, IN 'THE EVENT OF AN AMBIGUITY OR D'SCRE:PANCY. • • I 15• -0- P6-35' AVG. HGHT OF PROJECTED ROOF ° P5-30' , ... 1 f.....- ...... ___ - :- . ... ..1f. - - - -' I q P4-25' it P3-20' UPPER Ca I 1 " P2 -15' it il i t 2 WIN i I0 4 Lm 1 �. P1 R -0 I UNIT 3 - FRONT ELEVATION 39 P7 -40' AVG. HGHL OF PROJECTED ROOF P6 -35' `^ P5-30' • 0 0 - P4-25' 1111 ►11111 7 I P3-20' . UPPER 1---7---1 P2 -15' .. - M Li ...... j Till LAIN } P1 -0 - UNIT 3 - SIDE ELEVATION DATA: ISSUED FOR: A PROPOSED PROJECT FOR: tiD • 1 � A 1 ®rchitecture/ I ®nnin Inc. ISSUE DATE: 5/27/0, SUBMISSION � 1 O l V JOB MASER' 10009 04 06-23 -06 '•• • - _- p 9 DRAWN Efr MS OAK STREET TOWNHOMES, LLC °'" � ` VW y MT T 3.CI 8875 SW OAK STREET 9725 S W &welt HiTmle May. 003644me1 A/m.1. i mnf�ruw P7*mic s KN LATERAL FRAG PLAN * Sas 210E UK 501544 7E® KW :9 ' Eli TIGARD, OR 97223 h, SCALE: 1/16= TO a. ' . OF 1 ' e�caoNrmem „ . ram•nrneLccon .y SHEETS TOTAL 111171317%171317Nir v2 `9' . TIP. 416 Iti. I' i ' V 4 - A= 307 SF - . -- PL= 15PLF T Co D ? d I / % Q Co I ; 1 / I i fl / s' ~� 1 N 1 - -i — / , / [ I' . L '4 1 I I i1. \ 1 .1 11 • r11. i 1 2 !I N \ co 131 • Nil A 3 307 SF . = 1 • I I e 3A eAETA 15 7' -6' 7' -6 4 l > ) N N n O O M M U N ¢ �¢ UNIT 3 - UPPER FLOOR PLAN - Cl AREA OF UPPER ROOF (ARrf): 615 SF AREA OF UPPER EXT. WALL (ARw -ex): 195 SF AREA OF UPPER INTERIOR WALL (ARw -in): 98 SF DATA: ISSUED FOR: A PROPOSED PROJECT FOR: 5 � tiD , 1COA IOrchitecture /planning inc. ISSUE BATE_ sma SUBMISSION 1 l V JOBNLLEIER 10029.01 06-23-06 C� DRAWN BY: MIS '.:,' / - t A3nu9a `• , . , 'IC11 �.j OAK STREET TOWNHOMES, LLC t VP ..� UNIT 3.C1 8875 SW OAK STREET 9mS1V Be- n,mHa, IOWA Hot trlw3 A.:nnL^.e, m,1y!)oranaa , LATERAL FRAMING PLAN (. 9' OR 97223 �9 : , . * Sub tl9E 1m S07°" r. SCAL.ROOK � Bewelm. aro- 9020;026 a.p4n.wra - ,,,,;,.r vnmrq�,y.mn SCALE: 3/l7 e,�d � OF � , SHEETS TOTAL •' •!I • s I. 421■IX©ilEU 39 Nr''' IA&I - A 8 340 SF I ! �I i t P. co CD ' $, co i i, i0 I? i I M I iM [4 I ' ll�■ mom l ira. c �y I I .— 1 u I il CD li } � 4100 '-- i t C = =3 == V 7 A= 292 SF I -1"iii 4 k 15 7 ' -6 7' -6 4 L_ N N .O c C7 M (n lD u n UNIT 3 - MAN LEVEL PLAN - CI AREA OF UPPER FLOOR (A2flr): 585 SF AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT. WALL (A2w -ex): 195 SF AREA OF MAIN INTERIOR WALL (A2w -in): 98 SF • DATA: ISSUED FOR: A PROPOSED PROJECT FOR: Q ED i � 0 marchitecture/ I®nnin c. ISSUE DATE S77/04 S77/04 SUBMISSION 1 1 V p 9 . In JOB MASER: 1000901 06-23-06 5 1 •■ DRAWN BY: ORS OAK STREET TOWNHOMES, LLC woo m i . , 4 • .. UNIT 3. Cl 8875 SW OAK STREET y 0705 SW& aIw Nibble Hay. r503644705I A sio-ara.n,: xr • LATERAL FRANCNG PUN ' San 310E m 767.04t7/tm NCAR9 wiwELaoR TIGARD, OR 97223 "' SHEETS TOTAL � SCALE: OIJY. Td OF 1 A‘.5- �� [Yepui 9I�Sio/ 4�0n� ��•�� n^.otocvr. STEEL POST, ._._.— _.— _._._. - -_ - -. SEE FRMNG. PLAN CONT. GRADE 1 BEAM, SEE 2 FOUND. PLAN • -- .. i... I A 1 34 0 S F "` ` P 2. 5 P Lf STEEL POST, SEE FRMNG. PLAN II \\� \� • • \ \ 1 NAIL PLYWD. 4L` \ \' • ' a�as� � : WIG. UNDER I i W/ Bd ®4,4,12 . \\ \,. \\ \� \\ l \\-„: \� i UNBLKD. I '1 �; �� ���Q.. : -_ J I l �.� !II :I ' •;I VI o � ;I E5 m i i =F'8! ��i 11 E w m o, Oo c� 7 c� � _ • � �� -I ZN I �, w , �i Z , , QI 1 T LJ 11 c`i >4 o w 1 1 11 o N , V 11 ' N� Nz ' . � . ._.._ _ a�s wr e ".�.._._ •m ■ A. 292 SF n-e _-_-_ P L 1 PL ®A1► 10.5 MCP 7 -6' 7-6' L— L` N N �0 1O M C') O u N >a >¢ UNIT 3 LOWER LEVEL / ND. PLAN - CI AREA OF LOWER FLOOR (Alflr): 344 SF AREA OF LOWER ROOF (Alrf): 289 SF AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw- in):57 SF DATA: ISSUED FOR: A PROPOSED PROJECT FOR: �� F,D • IC AI®rchitecture /planning inc. ISSUE DATE' 1 n7/04 SUBMISSION yam 0 ( V 5 JOB NUMBER I ,000901 06 -23-06 . CC + �� '.,' DRAWN BY 11uS OAK STREET TOWNHOMES, LLC w � a �%j � UNIT 3.C1 8875 SW OAK STREET � 97i55WB- vatnX�dbXm/ rsmau7F6, � :�'�:,': 1::• ^�w :.. LATERAL FRAMING PLAN , ", • • 4 Sim 210E m500647MS A'A LOWER ROCK TIGARD, OR 97223 1f4 OF SCALE' OTJF = Td C O�, 1 V Bmmbn. QeW" 07005339I a1.43cavehammll ,,,.w:w..n,,A,,,nn SHEETS TOTAL isl 1;0 + a g ;P- i –.,..421[L..111E:.%Til J1 r\I -...-7 I , - g I. i 11 i ' Meg .11■37 7 ggA 7 c... 50* ! " ( t A t,„ e . . . AL a 3 . . p ft - At. A.. Ora . :– AP 0 a> – a . . 'TJIr V' ._ – ______.____ 0 0 lAl t k3111 ' . .' %... 1:. ° . ,v, ti col E. A . - Es . 1■4--. z 1 – IV n L ....--, A < , rik r .— It . [I " -- .1k -II' 11 iji 1 ..,... Hp . AL 4,t, A g i .. M4D. I At` ° 0 .—. 2 1 limmilr„. z-a TE7 ' 11 l'IZ1:571.)1, Cill 9Z1 11 1 (: 1 2 ..k ..._ ...._iii, 5 Ati 4.-). a .1 41.2 4 r , i fl :17■ El ti 21Z ft A` At. z.< cll 7.25 7M _ 17, \/ lib ;Fil) ft 1 - -!•". il• 1 . Hi+ il. > ii _,. "MIMI' \ — . • < ' j I Er ft liiii " rill:II 1 .1 illill ' li it','' "c 14= > I! _----r- „. 4 11 T 1 II 1 .414 - grp? 1 RiigEP 1 0411:90;4 S - V. / . 1 .6 1 .LI,LL I ,Iff R. Fib–. '' Atk At. ' 0;itiii,. i 1 I ...inv.kmo Cglii . . m iy z .:3 1). III_. 1:1.-..,.:•- ILL 1 F igilli • ,I,, *1,tiv 44 e A44;07,1r g . 7.ig 'I TV' 1 iFigi I git: .... I I a iiiqs I I fel - ° zra 1 ;0! 14ilot iGarr, -alp xxx. . I ' @IS Nur 0. 1 I IiH1 WT - .,,,,asp. !g ii 11.14 Oil& r ,,fiii .,.... § 1 : tell 3.1 / ___,../ • ...,,,,„,.....„, 0 . - i 'd _. _ , .1v' 1P' . p _ I I; 1 illA 11. r.$, T , l$p 1 ■Ilm rim wwilr; ‹ 1 1, . 1 ut 1 I .. 4 , ■ 111' ; I I il FFiv, m , 'win ii , t; a 1 ; , I 11 i 1 I ; i i f a r i j • r 11 -6_ . , 4 < ! t i . '; .! 0111111 I: E. Ft --1 – . • P r. Mid IP di rt t!=z 'iii 1 l ' ii 111:111 ... i 1 ,., ,_ 1p I FriiP, i illtdirdi ft ft • N • - - U [i 1 1 u ' i 1 1 ° Nr . oiC, it 17 ,,- 4 q if q . ., l--,..„ Walk — 1 < 1 ,...' /11 \ r- d 9 fa g g a a id 1_ § 1 6 fc LA & ..i • i 1 ill t I . F E 1 1 1 5 A& _ . 1 a 0 a i cn ill 1 iill II e g I I A Proposed Project for _. Oak e C) Street Townhomes, LLC 3 .11 . IC9Narchltecture/plannIng inc. e .,.. i e.e ..,. ......, .,,... n as ..... if: , .. ..... i ' ,.. p> vp =....... _ g• ..-2, g ,1 111 a '.: '; ° g i 8875 SW Oak Street 0 (5 11 ‘P • ''' ' • 4 F.....- A ......4 1 .. g 1 I Tigard. OR 97223 — . . —_. 1 - .,,, _ - - ^ ., =Pin _ i i — y I�m ... a ' i z I e"eaR TRANSFER - eaw • "ate .,_. _ _ e: :.:-.r........1.'• . - w � . _ ... °• S t 1111 � Q bl°AR TRA1EFER • C&NT1L!vflt "' �'• '• ^•-.. — -. 3 r j!II!1 _ O O - •.. • - RR..VEWLEA M ._ears_.~A• � d�.. .— .r.e II I . r."::". r - —y es ObIlLA TRAN�Cet - RA JAL �R'At7.r_... 3.. -...w 0: t . • • • • RIANIIRIIIIR OIRR MP � � �rW e=wes M e °° . . . am m...�e mTuf: Li 01 I >�,.. a :. a^s l i l ss 11.1M l l• ... -_ �l MINA _r..° -- f i11 1%. I --. i ll gi i1 � . _ I � ., _ a I 1 ! ' - U IIIII I�i�I I s tir " ■ o - g I II [ MI r te ` ° 1 1I�,I 1 . _ I II VIII IF arses AIM, 1 1.11- _ • • -.. _ H � I _ m 6.11 i. I i i ?siI • � I� j r.� o IOUCHSTON: I ... :_.. - , � � :� i h e rb _ � • K _I� .� = � � ; ~ _ 1111 ,r� -. -P I . ._ -- _.� v � .. nv ..t �� OY.s.0 "•- 0 AIA11•wll ► •. , nom 3 halll . - w 0°"°A4 , °TRAP ..•.... �AI : .. Q.. . — .ww. 1••I �.�. — _ ! ... L OAG�A ROOT pAOA O Qf r • i. . ^ i.I�i ° Q TtPICA�e"aeR WLLPANC L ■, JI y J _� �i�i - ` tr • .... -_ iI' !.i .._ 1.. - ........... N '.O o �Rtssaui - i _ r ..�o�tti 1 � .— (tll d o i I Mil b "'a -.ate _�.i - - . � � � i :MA �.Lc, ` . A r a ii IU -�.� e - ° 111 IN � _ t.d aiT � ii / • _ - -_ ;_ �I • u .i.• Ip e #...._ �i m _ . /1r.P eT6PPEO °"un -V wu = e. soar . A . • 'J: . + '`' ! 1_._ _ .. 0 _.. � -..s......_ rrl5. , s■ CO oltIAR TRANSFER • PAT. %ALL RR MR I � ■it • ................ __ ©�° cJm•„° Go. ®,�mn,rsAa (g .wwAn .7 _ W ..:....t c . 4- ..e�.>. ,•. ti,_.... I r , a: O �rP�ew "at� , ] g rrP. WEAR WALL AT • ...-� - 1 ._ '�,, -R ".:SIT g ra I V e.... , y_ 671'1: ® RARLDgilwro,re • t , Ne m. awe... i •� �: : III a �- II .! a _.... n - : �� _ 410 pan mum FAVA . _.. ., BtlseE l; � �. dd . 15111 '�7`h - �GT v — �.l...e.>e.rs_.....••• - '� L... i6OQ1 —�..: � o..e. rrii.. -1111 , ..a IVJ�� 1': i � p :!" �ii �� 11i�EE ■ al PyIW - �.::�'C:^'� —. r -- �/1 4nwei ©M71 no et '!.. -••=[ 1 O A AA :fee 1.1R,:l____ ,......... L . 7 , ....7 4 ......i i �R � '� e- a fa9f1�L1 ® e ..._ m ° at ie�e ry ° 4so J ii U l y n � � ��� . . _ _ _ _ - -R� � w .. — r •. +c.- ar- ..u..w.. I I� -.- _ ra:. i['�u m._ i n lr :rI �.' - .. ° e.e®.. a P rran IaAfmpEl[PAIOIZ+2Yiiso Pen co.r.... O .•_....- e....e_ —_... O ,,, TYPICAL RIM NOW DON ® TYPICAL AT SMEARY DOOR OPEN ac,w.wwr[n o . NOTE: ALL DETAILS APPLY AS REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IP NOT FLAGGED. ALL DETAIL:5 N.T.B. UNLESS NOTED OTHERWISE �+ m.0 ( PRELIMINARY ?l 1 55.06 • l Nor run QODTnuonoH J Lateral Analysis - Wind Calculations ' . IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 3 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent:= 80 I = 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs 1 PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' - 15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= 5.50 13.6 = 75 plf P1= 5.50 13.6 = 75 plf P2= 0.00 14.7 = 0 plf . P2= 0.00 14.7 = 0 plf P3= 0.00 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= 0.00 16.6 = 0 plf P5= 0:00 18.4 = 0 plf P5= 0.00 18.4 = 0 plf P6= 0:00 20.8 = 0 plf P6= ' 0.00 20.8 = 0 plf P7= 0.00 • 22.8 = 0 plf P7= 0.00 22.8 = 0 plf H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2 +FR -V1= 501 pif LR- V3 +LR- V2 +LR -V1= 600 plf Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 10.00 13.6 = 136 plf P1= 10.00 13.6 = 136 plf P2= 5.00 14.7 = 73 plf P2= _ 5.00 14.7 = 73 plf P3= 0.00 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= 0.00 . 16.6 = 0 plf P4= 0.00 16.6 = 0 plf P5= 0.00 . 18.4 = 0 plf P5= 0.00 18.4 = 0 plf P6= 0:00 20.8 = 0 plf P6= 0.00 20.8 = 0 plf P7 = Q,QQ 22.8 = Q plf P7= • 0.00 22.8 = 0 plf H= 15.00 FR -V2 209 pif H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 plf LR- V3 +LR -V2= 525 plf Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00 13.6 = 0 plf P1= 0:00 13.6 = 0 plf P2= 0.00 14.7 = 0 plf P2= 0.00 14.7 = 0 plf P3= • 5.00 15.8 = 79 plf P3= 5.00 ' 15.8 = 79 plf P4= .: 5.00 16.6 = 83 plf P4= 5.00 16.6 = 83 plf P5= 3.00 18.4 = 55 pif P5= 5.00 18.4 = 92 plf P6= 0.00 20.8 = 0 plf P6= 3.00 20.8 = 62 plf - P7 = 100 22.8 = 0 pif P7= 0.00 22.8 = Q plf H= 13.00 FR -V3 = 217 plf H= 18.00 LR -V3 = 316 plf Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height 33.00 + Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38.00 - Width 39.00 Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY IC rcrr�pl®nning INC. l y 97 25 SW ircc Beave ure Millstlale Hw Suite 210E i Beaverton. Oregon 97005.3384 11 307.6w 7881 Ma 307.6«.7809 hlt10.XCOMIVIIKLIWII Amnon 1830383 of A6386.4 N^.ANB win. ltonWYYetmm '. Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 3 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = 615.00 sf Site Class = :. D HR„ = 25.00 Floor = 10.00 psf ARw -ex = , . :195.00 sf S = 77.1 H2flr = . 12.00 Exterior wall = 10.00 psf ARw -in = 98.00 sf S = 39.3 H2rf = 11.00 Interior walls /partitions = 5.00 psf A2flr = . 585.00 sf F 1.00 H1flr = 1.00 Elevated Concrete Floor = 0.00 psf A2rf = 48.00 sf F„ _ 1.60 Left to Right A2w-ex = 195.00 sf RFR = 6.5 ' HR„ = 25.00 A2w -in = . 98.00 sf RLR = 6.5 . H2flr = 12.00 A1flr = 344.00 sf S MS = 0.771 H2rf = 11.00 Al rf = 289.00 sf SMI = 0.629 H1flr = ' 1.00 A1w-ex = 114:00 sf Sm 0.52 A1w -in =I,. ,57.00 sf SD1 = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 195.00 sf X 10.00 psf = 1950 # Area of upper interior wall (ARw -in)= 98.00 sf X 5.00 psf = 490 # Mass of Upper Roof (MUr) = 8590 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 585.00 sf X 10.00 psf = 5850 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 195.00 sf X 10.00 psf = 1950 # Area of lower interior wall (A2w -in) = 98.00 sf X 5.00 psf = 490 # Mass of 2nd Floor (M2f) = 8770 # Area of 1st floor & walls Area of 1st floor (A1flr) = 344.00 sf X 10.00 psf = 3440 # Area of lowest roof or elev. conc slabs(A1 rf) = 289.00 sf X 10.00 psf = 2890 # Area of lowest exterior wall (A1w -ex) = 114.00 sf X 10.00 psf = 1140 # Area of lowest interior wall (A1w -in) = 57.00 sf X 5.00 psf = 285 # Mass of 1st Floor (M1f) = 7755 # Total Mass (TM) = 25115 Base shear Front to Rear Left to Right V = (( DS) FR) . DS) LR) 1.2'S /R W = 0.095 W V = (1.2 *S /R W = 0.095 W ( Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFRA■x Area psf Roof 6136 25 153393 0.66 1121 1121 0.18 615 1.8 2nd Floor 6264 12 75171 0.32 549 1670 0.27 633 2.6 1st floor 5539 1 5539 2,,02 412 17_11 0.31 633 2.7 I = 17939 2 = 234104 1.00 1711 4502 Left to Right - Level Wx Hx WxHx Fa V V total Vt Area psf Roof 6136 25 153393 0.66 1121 1121 0.18 615 1.8 2nd Floor 6264 12 75171 0.32 549 1670 0.27 633 2.6 1st floor 5539 1 5539 0.02 412 1711 0.01 633 2.7 . 1 = 17939 1 = 234104 1.00 1711 4502 1. Controlling V per IRC 16 -56 I 0 I 9726 recrureipl ®r111: ifIC. IIIII `y 9 ?26 Lei Hillstlale Hw Suifa 210E Beaverton, Oregon 8700 5.3364 50.3 804.7001 tax 503 CM 7069 inrocconarmetarAcom American mstn 01 An eem 510.480 r1e..ICmu th1 .mm Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis Governing shear force @ brace wall line: VG = 3000 # Sum of designated length of full height shear panel © brace line: W = 10 ft . Load pif of designated brace wall @ brace line: V/W = 300 pif Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 pif Panel selection determined from this pif load from Shear Panel Schedule Adjusted overturning Toad: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V= 330 # Hp= 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: I Pu2 Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over ; iga iYiifliMiiit General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): DLp @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" Hp • @ 9' -0" plate heights = 9'/3.5 = 2.57' say 2' -7" ®' ' @ 10' -0" plate heights = 10'/3.5 = 2.86' say 2' -10" Minimum panel widths in Seismic Zone 4 = (2:1): I PU1 @ 8' -0" plate heights = 8'/2 = 4' -0" @ 9' -0" plate heights = 9'/2 = 4' -6 "' /Al @ 10' -0" plate heights = 10'/2 = 5' -0" iTa 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over I v rcnt/p®nnng n C. 9725 SYV Baitccure av arton Hillstlale l Hw Su 210E I Beaverton. Oregon 970053364 1 s 507.644 7661 tea 507.6«.70® e6e�`eanercnet ace,n Ara-can 6665,0 d 6tltleca NCJVie e"ncoNvrcuaaaam Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 3 ssue Date: 6/15/06 Upper Level - Roof Trib. Seismic Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. Pnl Design PNL. Brace Line Trib. Area Width Force psf Slesmic Force Wind Shears Lngth Hght Wdth Brg DL over L P i Load pif ID Uplift=Pu HD Load HD Notes pif pif L H W Area Front to Rear V1 307.0 7.5 1.8 560 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A • V2 307.0 7.5 1.8 560 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A . X = 614.0 X = 1119 Controlling p= 1.00 Left to Right V3 307.0 20.5 1.8 560 316 6485 6485 15.0 8.0 3.0 300.0 12000 432 WG 432 3 - 2664 _ - 2664 A 5 V4 307.0 20.5 1.8 560 316 6485 6485 15.0 8.0 4.5 300.0 12000 432 WG 432 3 - 2726 - 2726 A 5 • X = 614.0 X = 1119 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. C N ar cf�lrecrure� p n ning In fl72SW Boavorton Hilletlole I Hwy SIAto 210E Beaverton, Oregon 97005 -3364 I 50304470e1 r5. 503644.7509 60o5IC0n..u.X0Q OOm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 3 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Seesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load p1 Design Pnl Uplift =Pu D Loa Accum. HD Notes Width Force psf Wind Shears pif plf L H W Area over plf Load pif ID HD.Load Front to Rear V5 316.0 7.5 2.6 834 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 ' 1429 1916 B V6 316.0 . 7.5 2.6 834 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 _ 1916 B X = 632.0 X = 1668 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.6 771 525 10245 10245 15.0 9.0 4.5 45.0 1800 683 WG 683 5 5040 5040 E 5 V8 340.0 23.5 2.6 897 525 12347 12347 15.0 9.0 3.5 90.0 3600 823 WG 823 6 5447 5447 E 3,4,5 1 = 632.0 X = 1668 Controlling p= 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3.4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. l� 0 I ' 4 972 crurCipng n c. 9725 SW iWB Beaverton Hillsdale lan Hw Suit 210E I Be,, wton, Ofego. 97005 -3386 es 507.044 7601 fax 507.644.7089 e606403t6rcNIM cvm Amefian Nam d ArtJYMle NLRB w. w.1mnarehitectwm Client: Oak Street Townhomes Panel and Uplift Calculations • - Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 3 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind Pnl PnI Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load p, Desi Pnl. ID Uplift Accum. HD Notes Width Force psf Wind Shears over Load pif HD Load pif plf L H W Area pif Front to Rear _ V9 316.0 7.5 2.7 854 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 316.0 7.5 2.7 854 501 _ 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 _ 1550 3466 H I = 632.0 I = 1708 Controlling 1.00 Left to Right V11 292.0 19.5 2.7 789 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11682 M 5 V12 340.0 23.5 _ 2.7 919 _ 600 _ 14101_ 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 _ /STL 43571 49018 M /STL 3,4,6 / = 632.0 1 = 1708 Controlling 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT I rcnctur,pi ®ning t 9725 SLY ite Boevorton e Htllsea le Hwy n Suite 210E nc. Beaverton. Oregon 97005 -3384 Is 503 64.7861 fee 500 644 7664 infe8121c0nencndem cam Nnenun Ina4WU at •rr114ecta NCARG evne ebnert4attc0.n Shear Panel and Hold Down Schedule - PANEL IBC 2003 and NDS 2001 ed. - ' PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks • • Footnote ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF #2B Connection DF#2 DF#2 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" @ 4' -0" o/c 16d @ 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" © 3' -4" o/c 16d © 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" © 2' -6" o/c 16d © 10" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d @ 3" o/c 5/8" @ 2' -0" o/c 16d @ 4" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d © 2,2,12 16d @ 4" o/c & A34 © 12" o/c 5/8" © 1' -6" o/c 16d © 3" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d © 3,3,12 16d @ 8" o/c & A34 © 6" o/c 5/8" © 16" o/c 16d © 5" o/c & A34 © 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d @ 3.5" o/c & A34 © 6" o/c 5/8" © 12" o/c 16d © 6" o/c & A34 © 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d © 4" o/c & A34 @ 4" o/c 5/8" @ 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d © 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d © 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2° GWB blkd ea. side 5d © 4,4,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 5/8' GWB blkd ea. side _ 5d p 4,4,12 _ 16d @ 10" o/c 5/8" @ 4' -0" o/c _ 16d a 6" o/c _ 2 x 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end V. equal strap length min. lap at splices and joints. Provide Y. lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end 'A equal strap length min. lap at splices and joints. Provide'/. lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide Y lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end '/ equal strap length minimum lap at splices and joints. Provide''. lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end '4 equal strap length minimum lap at splices and joints. Provide '4 lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2° edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ 8° from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @'4" from comer. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8° from comer. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8' stem wall @ % from comer. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 or (18) 1/4x3 WS 5/8° or 7/8' x 18' embed. AB,SSTB28 AB, 5/8" or 7/8' x 16 5/8' embedment. Equiv. thd rod wfSET' epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8' x 18" embed. AB, SSTB28 AB, 7/8' x 16 5 /8" embedment. Equiv. thd rod wfSET epoxy at 10" embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8' x 18' embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod wfSET epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8' x 18" embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod wfSET epoxy at 12" embed. 5,6,7,9 M 11080 HD14A 4 - MB 1°x30" w/ 3°x1/4° washer or threaded rod w/ 42° dev.embd. Igth. May be hooked in wall plane. Equiv. thd rod w /SET' epoxy at 18° embed. _ 5,6,7,9 General Nntes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8° A.B. as noted & 2" x 2" x 3/16" GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4° min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32' = 1/2°, 7/16" = 3//8° etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15° x 7' ftg. w /(2) cont. #4 rebar, an 8' stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at alternating sides. See General Note B. 5. Installation into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2' x 1/16' sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Vol a MD Penal 8. See 'Altemative Installation' HD ID J thru M using Simpson adhesive or eq. J shear Wall Symbol I 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. C O N Bf CMi ?CC1 C /pla nning n 8725 SwB. Hil5d I. HSits2t0I c. E Is 503 044 7e51 r.• 503e44 5500 .tom e,..era. 51451.45 m.,en•n Nano mom Ice,.,ae.a,a., a • Structural Calculations for: -, Oak Street Townhomes .=- . • ;: _: -.. .; _, _..;68875 SW Oak :Street •972`23 - = ��'�� - i � - rn.l � \ r,i J j Project No: 100.09.04.01 a •Unit.4 - -_.. _ - JUL ' ?_ 006 Issue Date: 06/15/06 ". _ �r I t 7 e 20� C IT /CF i Design Criteria J G t GARD CI T Y C7. Ti`Ar BUI, '� ING ' 'VISION Roof Loads Wa'd;bG D1l1IEaV Wood Shingles :2 :00: psf Exterior 1 ply A.S. felt . `, 0:50 psf Siding ' 2.00 psf 2x framing &' /2" plywood sheathing .`..S:0.0; psf 1 ply A.S. Felt 0.:50. psf Misc.&/or Snow load > 30 PSF L .1.50 psf W plywood sheathing . • 2.00 psf Total Dead Loads 10.00 psf 2x6 framing • 3:00 psf Total Live /Snow Loads I 25.00jpsf 1/2" GWB .. :.2.00 psf Total Roof Loads 35.00 psf Miscellaneous ... -a psf Floor Loads Total Ext. Wall Loads 10.25 psf 1/2" underlayment 1.50 psf 3 /" plywood sheathing 8.00 psf Interior 2x Framing 5 psf %" GWB 2.00 psf Miscellaneous5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1 /2" GWB :.. 2.00 psf Total Live Loads ( 40.00Ipsf Miscellaneous 0.00, psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = 1 0.00Ipsf Floor diaphragms: (glued) 3/4° T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: • Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80 • . Wind Exposure Factor: B Site Elevation assumed: 380. - -`'l. Ground Snow Load PSF: 30 �� � Miscellaneous: I ' Soil Bearing: 1500 psf assumed tW • S S • lo n Add.Snow Ld.= ((Elev- 3eo)8,212)+25) PSF 0 LZ: I r C ii # oncrete foundations: 3000 -psi mix • Concrete Flatwork: 2000 -psi mix 1 .s OR E • Beams and stringers: DF /L #1 or better G O - Repetitive Joists: DF /L #2 or better 4' OF O' Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 • Prepared by: I 0 j el rcrlrtcctu/l®nntng Inc. l V 8725 SW Beaverton rc p H4ls Hwy Since 270E Beaverton, Oregon 87005.3304 ♦ r CAW 64.. 1 fax 5O3.644.76 raaG;m maee AfMrlm" Wflvb Of Aline. NCARB room lmrN"MCSCDM THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS. R IS PREPARED SOL7.Y FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EXECUTION IN THE EVERT OF AN AMBIGU OR DISCREPANCY. • • I 15 —D• 1 f P6 -35' AVG. HGHT OF PROJECTED ROOF ° P5 -30' !1 7II 1 4 P4-25' I Ali o , 1 1 P3 -20' UPPER I q Mil � 1' P2 -15' I I - fzpr_o. I gg l ----- I 1 UNIT 4 - FRONT ELEVATION P7 -40' • An. HGHT OF PROJECTED ROOF 4 P6-35' q P5-30' 0 0 Illl�llll 0 q • ^ P3-20' n o 'aPER IN P2 -15 • 11111 • . _ - - - - -- — - - -- -- - - -s . . al. .1, m OWEit • • - - - -,— -- - - - - -- — #" L P1 -0 UNIT 4 - SIDE ELEVATION DATA: ISSUED FOR A PROPOSED PROJECT FOR: �A�,D ' 1000901 O CO A I architecture /planning inc. ISSUE DATE: 5/27/04 SUBMISSION l V JOBNUMEX 108a 06 ' � �• , DRAWN BY: "BS OAK STREET TOWNHOMES, LLC °4 Viii Vii y ;y UNOI -B 8875 SW OAK STREET • • N. O SW Beaverton lead& pd 501644101 Anon wA3,%c ofA.mNG, LATERAL FRAYING PLAN Side YIOE fa NCDIUYtl NCAR9 SCALE: 1,18 1 c.� PA ,GO ELEVATIONS TIGARD, OR 97223 •d' `: t • OF I • Bave1 - L oepm WO�sJw a �gimwae,�, A.,eesn SHEETS TOTAL � • • AZDkAith0 S 11177E7 5.0 !Ni VC Nor TYP. A A 4 307 SF Ol I; ( 00 co Ii 1 N I__I =I ,I o1 . L : I MOW ° D Ps A.- eaw �•:c_co " , ,'. / A= 307 SF I 'L 'L .I • 15 8' -6' 7' -6' • N NM 2.. n rn O >a >¢ UNIT 4 - UPPER FLOOR PLAN - B AREA OF UPPER ROOF (ARrf): 615 SF • AREA OF UPPER EXT. WALL (ARw -ex): 190 SF AREA OF UPPER INTERIOR WALL (ARw-in): 95 SF • DATA: ISSUED 3�ON. A PROPOSED PROJECT FOR: S � 1rD - • icoNarchitecture /planning ins 01 l V ISSUE DATE 5127 AB NUMBER IOLCS.D1 0&23-06 gum- . I i° DRAWN Br: was OAK STREET TOWNHOMES, LLC I j'J y Y + UNRA.B 8875 SW OAK STREET P MTS S Bo wan H'utah Km trU MW.NU01 a mvtrx. kt auwlgA.crisa UTTER F FRAMaNG PLAN Sub 117E m Mm.MN. N:n 5 ^ ?y UPPER Fl.oDR TIGARD, OR 97223 9 , iGO 8 0.9. , . ow ma. ,.; c_i SCALE: SOT • • OF �' , SHEETS TOTAL r V: s L Ak0 ©AIM■ g NirtliVtiVM7tIr . TYP. A 8 340 SF ""'� PL = 15 PLF < i i i , 00 • � to i c I 29 n 5.0 ' r— i I I I I Or, i gl t� �� A= 278 SF PL= 15 PLF I 15 C' 7' -6' 7' -6' . N N crs O s O O \\ 11 II /Q �Q UNIT 4 - MAN LEVEL PLAN - E AREA OF UPPER FLOOR (A2f1r): • 570 SF AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT. WALL (A2w -ex): 190 SF AREA OF MAIN INTERIOR WALL (A2w -in): 95 SF DATA ISSUED FOR: A PROPOSED PROJECT FOR: N nl Inc. ` , architecture/ planni rssuEOnTE: 5/27/04 SUBMISSION �,� 1D ' 1 � 9 i .LOB NUMBER: Ham 06-23-06 - G' .�, ( "� .< -ter, uuuN BY. ws ..,... i ; • . r OA STREET TOWNHOMES, LLC ae v ii y Or '' .a; UNR4•B 8875 SW OAK STREET ° 7E SW B- ve1m WW1 N w/. I,I50164(1101 AmertamMIA ^ LATERAL FRAMING PLAN ." Suds YID � SOlb41® !F.ARB ? -i^ S Aw 317 TIGARD, OR 97223 14, OF,' i. � a m ow.Ore g on WIX63361 mom, „ l °` • suLE MQ'• SHEETS TOTAL _ -r 4; S imp g TYP. HD 1 CONT. GRADE • BEAM, SEE FOUND. PLAN A 1 3■0 SF =3 - -= = • PL= 2.5 PLF STEEL POST, ii 11. SEE FRMNG. PLAN I; DRAG LINE 4 -- 00 STEEL COL. ;; OD Oi 1 I; i `. co J I N I L I' _. - - ;I I H 0o = p j ' i I, I`s V 11 A= 278 SF i ; tip / PL= 10.5 PLE ®� ®® 10.5 I 7-6 7-6' Ir Lr N N (T 0 0 � U U > > UNIT 4 LOWER LEVEL / FNO. PLAN - B AREA OF LOWER FLOOR (A1flr): 519 SF AREA OF LOWER ROOF (Alrf): 100 SF AREA OF LOWER EXT. WALL (Alw -ex): 173 SF AREA OF LOWER INTERIOR WALL (A1w-in): 87 SF DATA: ISSUED FOR: A PROPOSED PROJECT FOR: 1``48 E,D - ®rchitecture /pl®nning inc. ISSUE DATE 52M • SUBMISSION •'• �, , C O N JOB NU 1000904 06-23-06 V 9 . , . j , DRAWN BY. I S OAK STREET TOWNHOMES, LLC e� DAICEL ►1I/ . 4 UNIT 4.B 8875 SW OAK STREET ' � , . : 9775 SWBemerlcnH mI505F447E91 Af,�.;,.,,:I:,aww 4.1,..-.4.:.1 LATERAL FRAMING PLAN LowER�aoa TIGARD, OR 97223 �9 j� G0 2 S®° : +E ms°7°"7°® SCARS SCALE: Y57'. 1,0' OF1 ee -u14n aepw, 97fR4361 as,guave7.xtmn «.1w..um.mn raw: SHEETS TOTAL aN =' sl i4g T ft 7 ,.. ° co g m RI " e 1 pi � r Lt7111 °u� ':4 " l 'rig ��` Q� Ka t i � h it. a iD r o 't _ _ . �i �j;�Itk I ,S; a r , e e �iC „ — �iC rii it c% m - a r Z . 2 al Mpg ° m ° ° Id ieI — T _ — lam o . _ ' it :• < I ., Et_ ii a!iE iii — A � t 3riD n'!li e iC P ° ° w ft o� i1 om ar o_ z o_ 1Z a 5> 0 z< I 1lI111'111'11'11II! LfIIOIIIII ' �u� u� a ue C- 111111111111 MIA] "IMO MI u l!! gnnU , :. 1 9: i d:1)4in i rh•plum,-; rl HD , , ' i'ila 3 r D 011 1.= o �� o 11 , igg Ig �IJ RligiP 1 —. + ' !' � );1' i l �` I `` { f J 1 � � � I'll F — i I Will ppp 'AA� ; T 1 t giptJ p r, M I14 a "1• ° N. g a l $ / I ' I44 �. '}t ' d ill All �t o ° = °mmarr'r�. • E I � . � 1 ` } r� � : F e R m IL1 I :, ° i ` � ri I 114 V I . r °Y , _: I a 1 g 1 i � 1 1 G: , c �e 5 M11 1/1J j Ili ' i 1 0 I 1 Iii gg It' 14 11IIIMIIIl'�yy q iD ` 1 j iiiiiliiiiip 11 @; � 4AD I J q 11 E .Uiurr+YdIIY ; I L�� . - I f , '4' • 1• -- S .. I l I' 1 a a II 1° II 11III811i AA 1 1gl :; 11 e III ll$ m 1 $ l 1 , l v 1 I . ° (� F. 1 1 1 a A Proposed Projector. H C II I lIrONaratecrerelpknNngmc l —� 1 ° a 1, ill Oak Street Townhomes, LLC it G, � �� : — ""' i O b : 1 1 8 875 SWOak SVeet = + gym — - _ � W + CO I 1 Tigard, OR 97223 I ? I`�, OF • •V' - I ° _ — —_— ' 1. 1 RiI 6 . Il ' a L ti 61 11 i 1` el . , 11. � 1111,111•111 1 6i a 6 a I I •1 7 P , I . b v 1 e i a '+ 1I . ( i s 1 ili 1 9 , 1 - - O 1 CI a 1 1 I pi , i a . ' j �lai. 1 1 �,1 1 I — 1 ai l l l i E , , . — I. i Ii „ 6 u 1 � 1 L, i r r l a 1 � '�,�-� 2 II1 D �I " 1 11111il jI jl'+ 1 I r r c ° I. 1 I I t °t _.... li • I Mi hiliel :ii e. P. _ - � s • �m� 0 -- � � m aIa a s I �rre,rms ® 1 ra ' 111.1 s ? . 1aii ° P Z N - tr r l - g i i_D1 e11 _ ' i li e:. 6 nun Ii li: IY ..■■res ii { i i � i t ij° �� 11=J a r;l! 3 w is • II .1 r i 1 i1i� 1 1 II � l 1 t 11• e 1 ' ►•11 1.: �� ammo 1 FI ! q 1 1 x1_ ` I t, CSI I � 1I i a i 1. 1 .; . ► IM�t C d 11 0a e61 ; o s�I�1, 1 + 1 _ _ . 1 rte At_ I ° 1 : 1 + 1 I ! 1 I 1 1 1a Ci i, �d ! i ' ! • i (i y l ir1 • • ii 1 z ll 1 y0 - I i I N lil o P L � , '� s I ■ I I g 11 - i i 1 1 iE 1 1 d� I1 � re Labe i D s1 . . r=�.ti� A Z 7 7e , t a'�it�� ! I ! 1 ii: I• 1 e ° a� - = =.a . ! 1111141 1 e y 171 = °a � IMO I� 1 , i� aai.� 7. ,' 1 1 1 7 111 i° i 1 I . i ' 1 1 a e . ( I ° -- 1 • a�`i_ g-2 ,; i 'II a Ohs r ° Ii 1 i ' 1 Pi i f, 1J, A ;, i 1 ° :sa ..y _ '"9 1 ° ; � I'I �1 + 1 1 � l ry e° 1 I 1� 1,y al+ , el Ii ! I ` • • a� {it�1 II �i i ,_., o — �,:., i ! i , I 1 i1 Ea 1 I 1 it 1 1 . • • 1 Z - o - �_ 1 I, 3 m +.�a: ` �y 1 ' I i f . 5 " m om — F is C c I6 146-...01'10,111,4 1 z e . li• � . d.3C ■ � A ' � � 6 1 R tr J .twn,••••∎al i a t i ll�>f_ � ea 1 , 1.1 I i 6 rt,.7� ° '° dy. u.--0-7. _fi _ g 1.1 ;1.11 I 'dd 111 1 >` m_ g I 11 >,II I 1 i_I 1, - ,. _ o Al , I + i 6 i ij7 ` � - . ii Ifni 11 .7 ta 11 a ii I 1 9 . 1 1 i 1, ;N • J e 1 si i! 7 J 1. it' 1. + I 5z9 r 1 dr ? o i t: 1 a e I 1: ■ 7 t 1 °7 III ' l ! ' • 1 1 i 7 ' iS , a� a i , laf i l a i 1 61 1 1 i . l a i i 6 (/) .Il 9 1 ° 1 AProposedProjecttor. LO I 'co D p incl ' eroitesture/ isews i O � ? ' € ° �.i a Oak Street Townhomes, LLC i ®. � 1 __ , � : ! J 8875 SW Oak Street r N "" • Tigard. OR 97223 I T 1 OF I; t 2 _ — . - Lateral Analysis - Wind Calculations • IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 4 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent:= 80 1 = 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs 1 PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' - 15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25` - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= • 5.50 13.6 = 75 plf P1= ' 530 13.6 = 75 pif P2= '0.00 14.7 = 0 pif P2= - 0.00 . 14.7 = 0 plf P3= 0.00 •'. 15.8 = 0 pif P3= 0.00• 15.8 = 0 plf P4= , . 0.00 16.6 = 0 plf P4= 0.00:" : 16.6 = 0 pif P5= ; ^;' 0.00: _ 18.4 = 0 pif P5= 0.00: 18.4 = 0 plf P6= .: 0.00 20.8 = 0 plf P6= ..0:00. : 20.8 = 0 plf P7= : " A Q 00. 22.8 = Q pif P7= t Q;QQ ,: 22.8 = Q plf H= 5.50 FR -V1 = 75 pif H= 5.50 LR -V1 = 75 plf FR- V3+FR- V2 +FR -V1= 501 pif LR- V3 +LR- V2 +LR -V1= 600 pif Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= :.10.00. 13.6 = 136 plf P1= ; 10.00 13.6 = 136 pif P2= ... 5.00.. 14.7 = 73 pif P2= : ; 5.00 • 14.7 = 73 plf P3= :- 0.00.'' 15.8 = 0 pif P3= °'..'0.00 15.8 = 0 plf P4= .:'. 0.00 .. 16.6 = 0 plf P4= 0.00 ':. 16.6 = 0 plf P5= _ ::1100 18.4 = 0 pif P5= . 0.00 18.4 = 0 pif P6= ' 0.00 . 20.8 F. 0 pif P6= . 0.00 ' 20.8 = 0 pif P7= • . 0.00 22.8 = Q plf • P7= - 0.00 22.8 = Q pif H= 15.00 FR -V2 209 pif H= 15.00 LR -V2 209 pif FR- V3+FR -V2= 426 plf LR- V3 +LR -V2= 525 plf Lipper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00 13.6 = 0 pif P1= 0.00.- . 13.6 = 0 pif P2= ..;:. 0.00 =' 14.7 = 0 pif P2= 10.00 '•.. 14.7 = 0 plf P3= . .5.00: 15.8 = 79 plf P3= ;''5:00.` 15.8 = 79 plf P4= :5.00, ". 16.6 = 83 pif P4= ;:: 5.00 16.6 = 83 plf P5= :'. 3:00:. ' 18.4 = 55 plf P5= -';`:5 :00 18.4 = 92 plf P6= :. - -0.00 20.8 = 0 pif P6= . ;'3.00, 20.8 = 62 plf - P7= • 0.00 22.8 = Q pif P7= , ' Q,QQ : 22.8 = Q plf H= 13.00 FR -V3 = 217 pif H= 18.00 LR -V3 = 316 plf Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height 33.00 + Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38 :00 + Width 39.00 Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY ICO t ® rccre /l®nnng n C. (V 9 725 sw l'ite Beaoe , H lflsd Hwy s 210E I Beaven BM Oregon 970053354 1 501e44 .7 e81 ea .e.4.ywe WagaamanaaMacam Amon wamea d nrthrb NCA B ....mvnnemaem • Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 4 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = ;•.616.00 sf Site Class = ' °. D' HR,, = .25.00 , Floor = 10.00 psf ARw-ex = ..'.' 1.90.00, sf S = .77..1 -' : H2flr = - 1.2.00 Exterior wall = 10.00 psf ARw -in = : ' 95.00 sf S 39.3 .: -• H2rf = .1.1. :00 Interior walls /partitions = 5.00 psf A2flr = ' 570:00. sf F. 1.00;•.. H1flr = , 1.00 Elevated Concrete Floor = 0.00 psf A2rf = 48.00 sf F„. 1 - Left to Right A2w-ex = -,1.90:00 sf RFR = ti 5' HR„ = : 2500 A2w -in = . 95:00 sf RLR = 6.5 . H2flr = 12.00 A1flr = : 51:9.00 sf S = 0.771 H2rf = 11.00 Al rf = .100.00 sf SMI = 0.629 H1flr = 1.00 A1w-ex = . •• - - - '= 473 :00 sf Sps =10.52 A1w -in =. 87.00 sf SDI = 0.42 I Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 190.00 sf X 10.00 psf = 1900 # Area of upper interior wall (ARw -in)= 95.00 sf X 5.00 psf = 475 # Mass of Upper Roof (MUr) = 8525 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 570.00 sf X 10.00 psf = 5700 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 190.00 sf X 10.00 psf = 1900 # Area of lower interior wall (A2w -in) = 95.00 sf X 5.00 psf = 475 # Mass of 2nd Floor (M2f) = 8555 # Area of 1st floor & walls Area of 1st floor (A1flr) = 519.00 sf X 10.00 psf = 5190 # Area of lowest roof or elev. conc slabs(A1 rf) = 100.00 sf X 10.00 psf = 1000 # Area of lowest exterior wall (A1 w-ex) = 173.00 sf X 10.00 psf = 1730 # Area of lowest interior wall (A1w -in) = 87.00 sf X 5.00 psf = 435 # Mass of 1st Floor (MI f) = 8355 # Total Mass (TM) = 25435 • Base shear Front to Rear Left to Right V = ((1.2'Sps) /RF = 0.095 W' V = ((1.2 *Sp = 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total Vt Area psf Roof 6089 25 152232 0.66 1139 1139 0.19 615 1.9 2nd Floor 6111 12 73329 0.32 549 1688 0.28 618 2.7 • 1st floor 5968 1 5968 0.03 45 1733 0.29 619 2.8 X = 18168 X = 231529 1.00 1733 4560 Left to Right • Level Wx Hx WxHx Fa V V total Vtuvwx Area psf Roof 6089 25 152232 0.66 1139 1139 0.19 615 1.9 2nd Floor 6111 12 73329 0.32 549 1688 0.28 61.8 2.7 - 1st floor 5968 1 5968 0.03 45 1733 0.01 619 2.8 I = 18168 I =. 231529 1.00 1733 4560 1. Controlling V per IRC 16-56 J 1 972 ►t ®nning inc. l V 8725 S BraveROn Hillstlale Hw suite 210E Beaverton, Oregon 870053364 Is eoa.e.i.meaf tax 5e3 044.713139 Wo American Insalase of Anlrilem NGR& erwJcanuWteCmn Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis Governing shear force © brace wall line: V = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design Toad : V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning Toad: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: • Wp = 10 FT V= 330 # Hp= 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu 1000 # Use Holdown: I Pu2 I • Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): DLp @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3° Hp • @ 9' -0" plate heights = 9'/3.5 = 2.57' say 2' -7" ® : @ 10' -0" plate heights = 10'13.5 = 2.86' say 2' -10" Minimum panel widths In Seismic Zone 4 = (2:1): • • 1Pul @ 8' -0" plate heights = 8'/2 = 4' -0" @ 9' -0" plate heights = 9'/2 = @ 10' -0' plate heights = 1072 = 5' -0" ITa 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over J 1 r arcnit e ctureiplanning inc. `V ens s w ee awnon wusdaio riwy. swro z+oe eeavenon, O regon 97 1� eoa ew.ree1 -. 6175647 Yaom 93 nmm kan Arac 5561.5 a tiam°e. NCAR3 ...rsv,a.!<amn Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 4 ssue Date: 6/15/06 Upper Level - Roof Trib Seismic Vx Wind PM Pnl PnI , Trib. Pnl '. Brace Line Trib. Area Vx 1/ Gov. Lngth Hght Wdth Br Desigh PNL Siesmic Force Width Force psf Wind Shears 9• DL over Load p Uplift_ =1?.0 `HD Load `'HD' Notes plf pif L . H . W . . Area p l f Li►ad plf. :ID Front to Rear V1 •307.0 8.5 1.9 569 217 1846 1846 16.0 810 8.0 0.0 0 115 WG 115 1, 595 595 A V2 307.0 7,5 1.9 569 217 1629 1629 16.0 8.0 8:0 0,0 0 102 WG 102 1`; 486 486 = 614.0 X = 1137 Controlling p= 1.00 Left to Right V3 307.0 20:5 1.9 569 316 6485 6485 15.0 8.0 2.5 300.0. 12000 432 WG 432 • 3 -2644 -2644 A ' :' s 5 V4 307.0 20.5 1.9 569 316 6485 6485 15.0 8.0 4.5 300.0 12000 432 WG 432 3 -2726 -2726 A ; : . ; 5 = 614.0 = 1137 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. • • i r Q I\ lord irecrure�pl®nnin Inc. 9725 SN Be aver to n Hill n Hwv S �1fF Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 4 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Trlb.. Seismic Vx • Wind PnI ; PnI : PnI Tribl. Pnl Brace Line. Trib. Area Vx " V Gov: { „ : a^ Width Force, psf Seesmic Force ° D� Design Pnl.` ' ' -'`P.:: ' "Accum� Lngth Flght. Wdth Brge Load Pi Upllft =Pu: HD Notes P plf plf Wind Shears. • _ L Ft W Area over L�`ad plf ID HD'Load ;:::• plf Front to Rear ;.. V5 309.0 7.5 2.7 844 426 3197 3197 16.0 9:0 8:0 0.0 0 200 WG 200 1 1429 2024 B';:' • V6 309.0 75 2.7 844 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 ',EV = 618.0 = 1688 Controlling p = 1.00 Left to Right V7 ' ' 278:0. 1 - 2.7 759 525 10245 10245 15.0 9:0,: 12.5 45.0 1800 683 WG 683 5 - 5132 5132 • V8 340.0 23.5 2.7 929 - 525 12347 12347 .15.0 : 9.0 " 3.5 90.0 3600 823 WG 823 6 5447 5447 X = 618.0 X = 1688 Controlling p= 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. °N rcnlrecrure�plonn ing 9725 SW Boavorton Ht09dale Hw S WIG 210E Beaverton. Oregon 97005 -3384 `r .1 667.614.7501 me 803.679 7509 Infoeh emenite7tcem Pahhilint 911114115 d Me1973e3 NCMB ' m. iccatarchltect.com . a • Client: Oak Street Townhomes Panel and Uplift Calculations • - Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 - - Proj. No. 10009.04.01 - Unit 4 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DL Design Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load pi Pnl. ID Uplift=Pu HD Notes Width Force psf pif pif Wind Shears L H W Area over pif Load plf HD Load Front to Rear V9 309.0 7.5 2.8 865 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3574 H V10 309.0 7.5 _ 2.8 865 501 _ 3757 _ 3757 16.0 8.0 8.0 _ 0.0 0 235 WG 235 1 1550 3466 H X = 618.0 $ = 1730 Controlling 1.00 Left to Right V11 278.0 19.5 2.8 778 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11774 M 5 V12 340.0 23.5 2.8 952 600 14101 14101 2.5 8.0 1.3 _ 75.0 3000 5641 WG 5641 8 /STL 43571 _ 49018 M /STL 3,4,6 F, = 618.0 1 = 1730 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT . • 1 � 0 't ®nning lnc. 9725 SW Beaverton Hillsrfalo Hw Suiro 210E Beaverton. Oregon 97005 -33&1 Is 503 544 7801 7611503 644.7619 .nn®aonatetmeet can Neiman Institute a ArCUteets Nuae spew eate,vuteot mm Shear Panel and Hold Down Schedule , , • PANEL IBC 2003 and NDS 2001 ed. . PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF #2 Anchor Bolt HF #2B Connection DF#2 DF #2 . 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" @ 4' -0" o/c 16d © 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d © 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d © 3,3,12 16d @ 4" o/c 5/8" @ 2' -6" o/c 16d @ 10" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d @ 3" o/c 5/8" @ 2' -0" o/c 16d @ 4" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d © 2,2,12 16d © 4" o/c & A34 © 12" o/c 5/8" @ 1-6" o/c 16d @ 3" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d © 8" o/c & A34 @ 6" o/c 5/8" @ 16" o/c 16d © 5" o/c & A34 © 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d © 3.5" o/c & A34 © 6" o/c 5/8" @ 12" o/c 16d @ 6" o/c & A34 © 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d © 2,2,12 16d @ 4" o/c & A34 © 4" o/c 5/8" © 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d @ 12" o/c 5/8" © 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2" GWB blkd ea. side 5d © 4,4,12 16d © 12" o/c 5/8" @ 4' -0" o/c 16d © 8" o/c 2 x 1,2,3,5,DE,F 12 175 5/8" GWB blkd ea. side _ 5d @ 4,4,12 16d A 10" o/c 5/8" @ 4' -0" o/c _ 16d @ 6" o/c 2 x _ 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end Y. equal strap length min. lap at splices and joints. Provide Y. lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end Y. equal strap length min. lap at splices and joints. Provide Y. lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end Y. equal strap length minimum lap at splices and joints. Provide'' /, lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end Y. equal strap length minimum lap at splices and joints. Provide'' /. lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end Y. equal strap length minimum lap at splices and joints. Provide'' /. lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2" edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ 8" from comer. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ W from comer. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8° stem wall @ 8" from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ Yz from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1/4x3 WS 5/8° or 7/8" x 18° embed. AB,SSTB2B AB, 5/8" or 7/8' x 16 5/8" embedment. Equiv. thd rod w /'SET' epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8" x 18° embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w /'SET' epoxy at 10' embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8" x 18" embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod wPSET epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8" x 18° embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w /'SET' epoxy at 12" embed. 5,6,7,9 M 11080 HD14A 4 - MB _1 "x30" w/ 3 "x1/4" washer or threaded rod w/ 42" dev.embd. Igth. May be hooked in wall plane. Equiv. thd rod wfSET' epoxy at 18" embed. 5,6,7,9 General Nntea A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2" x 3/16° GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32" = 1/2 ", 7/16° = 3//8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7° ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes; 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at altemating sides. See General Note B. 5. Installation into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2" x 1/16" sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Vol t} MD P.".1 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. ( Shear Well Symbol 1 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. /�O er I tcnlCrUrciplannin teg nc. I (` N l 9725 5W B.wvton NiIIW2N HHwwyy S uno 2 B.evenon, O rego n 97005 es PO6.17Ee m3 SAN ..®°",.a.d m„ Amnion In.. swe..m "w1e • Structural Calculations for: s. Oak Street Townhomes 8875 SW Oak Street, 97223 . -__ r' 3 L r. FZ ; , Project No: 10009.04.01 - Unit 5 - '• ' JUL • 2006 Issue Date: 06/15/06 8 2006 C11'14- i • C; ; ;D Design Criteri @ CI Y Cr. T A DUI ' NG .1 VISION �' C - D /A1 ' ^ .3D Roof Loads Wall Loaas Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf . Siding 2.00 psf 2x framing &1/4" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.8Jor Snow load > 30 PSF 1.50 psf 1/4" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live /Snow Loads 1 25.00Ipsf %2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 1 _2_,2_1 j psf Floor Loads Total Ext. Wall Loads 10.25 psf 1/4" underlayment 1.50 psf 3 /" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf %" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf ' /2" GWB 2.00 psf Total Live Loads I 40.00Ipsf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I 0.00Ipsf Floor diaphragms: (glued) 3/4" T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80C D Wind Exposure Factor: B c— G C l r Site Elevation assumed: 380 Ground Snow Load PSF: 30 585 Miscellaneous: W • 0000 t CO Soil Bearing: 1500 psf assumed tzG Add.Snow Ld.= ((Bev - 3130)8/212) +25) PSF 0 • • Concrete foundations: 3000 -psi mix c, L 0, Concrete Flatwork: 2000 -psi mix c0 Beams and stringers: DF /L #1 or better OF r O Repetitive Joists: DF /L #2 or better C • Columns: DF /L #2 or better, Studs: Stud Grade: Sills Plates @ FDN.: P.T. Hem Fir #2B or better • Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: I arcriitecture /pl®nng 9725 SW Bea verton H�IS Hwy ni SuNe 210E Inc. Beaverton, Oregon 97005 -3364 III 503 6...7691 fax 503 640.7669 uenalm erchte".mm a...au ®n Institute of M N.= NCARB wen* ICOMOhCeReyn THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS IT IS PREPARED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NO wARRAN i Y IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TC, EXECUTION, IN THE EVENT OF AN AMBIGUITY DR DISCREPANCY. ) L , • • 15 1 P6 -35' AVG. HGHT OF PROJECTED ROOF 4J P5-30' i P4-25' 1 • T " P3-20' UPPER i P2 -15' 1, . . WIN I I 101,11 if --------------------------- - - - - -- � � - fi ; i ---------------- - - - - I 00 ... . LOWER 1 } " P1 -0' I I UNIT 5 - FRONT ELEVATION • • P7-40' AND. MIT OF PROJECTED RODE 35 P6 -JJ' P5-3O' P4-25' • 1111111111 � q P3-20' q UPPER " P2 -15' 1 1 111101111 • MAIN _ - _ — • -------------------- � --------- - ��' — 1 . LOWER t n Pi_o ' UNIT 5 - SIDE ELEVATION DATA: ISSUED FOR: ISSUE DATE: 5/2701 SUBMISSION A PROPOSED PROJECT FOR: iC Narchitecture /planning Inc. JOB NUMBER: 1W09.04 06-23 -06 v i . � �• _ _ .. DRAWN Br. 11.9 W 9 OAK STREET TONHOMES, LLC DAM UNIT S.EN 8875 SW OAK STREET SnssWSee almwtr6m NI 011114.11161 Arte+kxnInarruw &aaaar LATERAL ELEVATIONS FTUIWNO PLAN TIGARD, OR 97223 .: • Stabs 2WE m SOMME hCAR9 SCALE: 1116'•T• OF 1' 4> Be.v."1 Gym ":(643M Eng Nbetmn .u,.w.k+mounbd.mm SHEETS TOTAL - It1ghtk0 S I. VC TYR . 41611/4 111111111 A 4 307 SF -.al -- L � . = 1 : 1,; y ` co 11 { a lm 3 .1 r 5 O CD ll N L rr,,i F l i LJ I 1 ; I f 111 11 ; I M ii r : ' I il I 1 i it i i' ,. i ,„,,,,, • . ,. : I N co tii:/ I ; V 3 307 SF 3A e m 15 W 7' -6' 7' -6' N N N n O O f - f'7 .--1 \ V II II UNIT 5 - UPPER FLOOR PLAN - 51 AREA OF UPPER ROOF (ARrf): 615 SF AREA OF UPPER EXT. WALL (ARw -ex): 195 SF AREA OF UPPER INTERIOR WALL CARw -in): 98 SF • DATA: ISSUED FOR: A PROPOSED PROJECT FOR: �.D • ICOA /pl®nning inc. ISSUE DATE ` SUBMISSION AUA� F' l VV B NR: ,000904 06-23 -06 ` .. • A .,:`::::. - . DRAWN Br: KS OAK STREET TOWNHOMES, LLC ` ce � Vii ': UNITS -B, 8875 SW OAK STREET • 9 775 SW Barelm Hob Hay wss, wrtu.Eum irurluti.?kri,av LATERAL FRAMING PLAN •: � � � Site t,OE he 5W 611.,1® A-i,R3 .. _ UPPER : 3.17 ? TIGARD, OR 97223 9 , BemM/A Oregm 1111:05.3204 � � ,.,rte , - ,o� :- , ■ SHEETS TOTAL • 39 O='' >YP. 4 4 06,.. ........_. 1 fr I V 8 A= 340 SF I' > > 1 1# < m CO CO 4 ff \ ID n I- , N l II 1; 1 f I q l IIi I 1 14 Mini I NNE I, I II 1 i I ) 01 I;. S 4 CO fl co :> i t I 11 tl • V 7 292 SF 15 I 7' -6" 7-6" T N 1 0 ^ 07 U 11 /�Q UNIT 5 - MAIN LEAL PLAN - Bi _ AREA OF UPPER FLOOR (A2flr): 585 SF AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT. WALL (A2w -ex): 195 SF . AREA OF MAIN INTERIOR WALL (A2w -in): 98 SF DATA: ISSUED A PROPOSED PROJECT FOR: ,` tiD , �� 0M architecture/ tannin ISSUE DATE: SIV/04 SUBMISSION l V p inc. ' JOB NUMBER: 1000901 06-23-06 1 �■ - iff i . DRAWN BY. KS OAK STREET TOWNHOMES, LLC °"'°" .`� ~ ` ; UNIT 5.01 8875 SW OAK STREET f .•„ , _, y 9m sw seaww, H�kO -IhT. tlS036MTa01 AmwleAn WIV , 12AraWua LATERAL MACRO PLAN SuL 710E In 500,{1A>p� NC ' LI N, FLOOR TIGARD, OR 97223 9 . _ `::' SCALE: MT •TJr . Or 1, � 0 � "�Y� — SHEETS TOTAL S iiiimik TYP. HD • . CONT. GRADE 1 BEAM, SEE FOUND. PLAN \ A 0 SF PL= 1 2,5 34 PLF STEEL POST, i - .:.............. - s SEE FRMNG. PLAN -11 t �ORAG LINE TO I STEEL COL. 0,,, Io I i!_._,._ •,— e IL: ' 6 rll i up :I 1 co �I N : 1 k - � ' I , � —� , 00 PJ, - - -.?(7, Q� - F 0. � L N Ly1 v ,Z N W' 11 292 SF IL _ 7_ err.. - -- - ,7601,42 1— (1\3/L = 10. NI 1 J I ® AIL ®.M 10.5 7' -6' 7' -6' L._ N N L7 M 0� O U n 11 ›a UNIT 5 LOWER LEAEL / 1-TID. PLAN - E51 AREA OF LOWER FLOOR (Alflr): 519 SF • AREA OF LOWER ROOF (Alrf); 114 SF AREA OF LOWER EXT. WALL (A1w -ex): 173 SF AREA OF LOWER INTERIOR WALL (Alw -in): 87 SF DATA: ISSUED FOR: A PROPOSED PROJECT FOR: FA , 4, 1C O l V Narchitecture /planning inc. ISSUE DATE: 527101 SUBMISSION �� 1 JOB NUMBER 1000901 06-23-06 w ' '■ C� DRAWN BY. Mus OAK STREET TOWNHOMES, LLC ► -1 c" • UNIT SSI 8875 SW OAK STREET �. 0705swBavalmHnEebHr mm3e44700I ^.TMn:'.e:1:o11uru.ym:v w:.. LATERAL FRAMING PLAN . * Sob 210E m 507044 7009 NCAR9 LOWER FLOOR TIGARD, OR 97223 9 SCALE: YJT = 1'-0' " OF , , Bewa09 0epon 970053701 a- eearenbGmn too aon.n•niw.7.mn SHEETS TOTAL S N 2 e Al el - - - i r e -. , - -- t Lo r 1 nw awtM I �� �n I "' Y, C 7 3 -n • NI oi 3 v v r 1 i 41 - 10 .Sli II «I: 'ii ; 5 1 ' ;A: E SID ��' "� I Pa a 4 4 d'► d '► �1D e ° 6oi ID v v Tjrc Z I J S21I �f 'r' iil . I f �,v� v ill ; V ' � '4 n »r 1 T Q. , aril m 1 , . r°°, - - '� e e I UD ar I , ns sli �1D ill � °� J _ nap . s % m e I \� EiD i'� • • 1� 3 1D • zm '�]D 3dD Iv d 'V IUD i Cr! , I,. '.0 - -I g D II _ r �14Ir �"�' i1��t q ' I lf . 15 t't� ! II IC ,- I� •t - I�:.r1�1,1 �+t rli. '� t1pp9 II II II • f ; r` �I l ij �r� ii ! �'� I, C� � ' I r ill _ F '�, ry r;.4 E irj 1 i' ��� 4 +, 1115,,.. 'Iilryl, ,,' II1I ' . 1a yj : = � °t _Ij m e Y� 111.3:01 j f 311. M711N -1i I.:::: j f iii x Is rF:. � 1 ' 4444: : n r 8 A . :111- 1 ! r r r 1 ;:I::6tI. l I i• r . $ .. rI . ICI$,, !" 11 '�� Iki 1 41 ,r h i''�.� G 1: }1 shit t @'� 1- ' 1 ttz '• i t 4 ., iv::.IZ -.•. '. is 11 ;4: 3 D 1 .t , ? 1 1 r t 1 II 1.wa 1 1 1 i �►i t1 1 t 1 . I h�ih 1 1 G 7 snn � - _ g ie _ ° t ll B,; rr 1 .:::::: v, iii � 1 1! -I„ 4 , � }_ T E — .LIZ.,..—.----,-- D 41 i ii ; id F r 1 ,: 1 .: , I E 1 ; Ij f �Iliilii ; ElD 1 . I ... - I 1 . 7 ]� ' 1 I 1 1 1 f m 6 tt imp T _ 1 ffj 1 ip 1 IC ... L. 1 pt ElTrit . 1 i - r•n � , , r� €L� ..°1 1 • ft dD dD v A gd 1J a I$ i i ii 5 1 1 i d D - -: ' 9 i� i — ice x. 1 z - - ' -- - - - -- - - -- A Proposed Project for. - - - - -- ar chitecture Inc. %planning ' ° B F I T a - a ; �;C v im- , I'IC 0 '' _ e Oak Street Townhomes, LLC N e al ?" " ; F R s ; ° ' II 3 8875 SW Oak SStreet et p • I I� �- -_y i Tigard, OR 97223 Z '1� t ' _ -- -_ -- i. -- — t - - - --- - ° - - -- �- OEr' ' —J —._ _ —_ -- -- - • -� -� .. .. _�..�� a . I _ ®. =� 1. . __ �.., .W .2. , : f.. 1 : 11 11 1 r e p� _ OW.ARtD.N�t•O•WtIL.Yl7+ o., Mo ruirOFiW1P1y96CW � � °R t3 / A 11111 a. w y Tom. ... - ( 1 A ii.en. - M rr. ' RVAI^., :�3I.Iwa3t' -' 0: J 1 . , 11 � I ' .. 'If m i I �i� 11 •- w.._ I I�1�irti -- p 5 iliill i � ' ��...... • i1I ° -e1-__ I A o� 1 J, s s . 4a ...... I u,` , I IIIII J �!I 1 V ` - �� � � I � j ...� hilf I I� e� I ✓v7 l j� � p rj t __� 11111 I1��1)i NiC�n .. -W ,41t �4 ll Grl l ! � I 11.1141114 _ - 0 -0. 1 i il� - - �u���: - 0 �14� #1 maw - A - -.. IoucFISTON _ � .�. �r ; e - �. � = ! U!IIIi1!I - - - - /4 P i III... _ -� O � !!a !�' ....... ........ r. ' 9 w... 1 a ...- . � �iie ` - IIII III . t t mm a IPA Crttw -. ..- O . .... O -w I� ,..-•Ta. \If 0 tlff.B1RBNtg4 - e m� w l i: l i rr3L•: =t= � s � W. - O. O '°m"' w u.ra " .'- -�"' � ""'�;:.�.� - U ' 4 � - J ..M:4""`' 1 7 I 4■I� IGL b1YAR WILL PAWL {,.■' i ww, � '• - CJ • " °.._... s .7` � •• -t - o •••.--- -- ! 1 _a, /� l fl j llll i - ,� �....� c � i . T l (� � mt►te�KS - -__ -_ Cl d E g 03/4= �IDANDIDI• OIL WALL �.�SIY -� � �� / -� ' - ��1�d r 7� �� � I �� MJ �� ` i' � .. 5 ° O D O 1 .. i`�t ,,4,. �tl � i i�i' mu) -' f..-. ..= _...m. t E I �I I 'a � Il � z� se + a' : L i - a I u) v is _ :.�� = ter► - �� , _ f as �.- __ — r ��1 a *,, .= - - ° n a - - -- to .. '_ a IU D : 11 1 : °' .----- _ _ �` 4■i 1 As ° , �//I I Li� \� �I�� f _ � a �t • c rro.erw o _ d : IL S: " � h c i M Au co Mal;1 rya _ � C w. 0 © ...,, 5,,.,,, ` . ,•,_. e_. -.�- i , I ,� ....._ 1' m. CIGAR vui.r :_� _ , ._ �� - �Il i n =� W a — r J � : Iifi .III a '� - n2:.r�1 a wiMP- ==.1-4==='... t '� P � t! I `m.� � p __. �. aei` P nF��d:�,�nrf 91148! %r. = - iii - - -- - ti�u ∎ 9�1 1sPylll% • ®e.,,em _._.� r+ ,. 1 �' ` +. u� i - � F _ 1 4 5 .. i � Y O _ ° �� r ®rOWDAIWOOA (grill DM at0SO s ; _ _ - _ • d ; 1 mi t —._e gim I iE �a�! _ or �.- m °q .il � � " `I ' I N * In.. — mar T — .. . -- �� -;- O uF / : = t al l , . � i � : - — .a _ Mrh.M.r:.rraM. �ru.. n..m..w °.d- °, r a m s : m u�aWsM�iu • m .__ _ ._..- "r." T 1'.:A ' ,'.`.. ' tom R ..e®.. 0 •;� BT - P - A7 R w. s O rtww. SOLD oCIN t P•1[1ewro.L ® romem. rwrre AT {WOOD DOOR OPOJRAO erw. rr r " NOTE: ALL DETAILS APPLY AS REGQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IP NOT FLAGGED. ALL DETAILS N.T.B. UNLESS NOTED OTHERWIS F3 I'ELIMINARy , S5.06 ur rurT oomD rnuorrow • Lateral Analysis - Wind Calculations IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 5 Issue Date: 6/15/06 - Variables Basic wind spd /3 sec.gust equivalent:= 80 I = 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs I PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' - 15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= 5.50 13.6 = 75 plf P1= 5.50 13.6 = . 75 plf P2= 0.00 14.7 = 0 pif P2= 0.00 14.7 = . 0 plf P3= 0.00 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= 0.00 16.6 = 0 pif P4= 0.00 16.6 = 0 plf P5= 0.00 18.4 = 0 plf P5= 0.00 18.4 = 0 plf P6= 0.00 20.8 = 0 Of P6= 0.00 20.8 = 0 pif P7= Q20 22.8 = Q plf P7= 0 n0 22.8 = Q plf H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2 +FR -V1= 501 pif LR- V3 +LR- V2 +LR -V1= 600 plf Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 10.00 13.6 = 136 pif P1= 10.00 13.6 = 136 plf P2= 5.00 14.7 = 73 plf P2= . 5.00 14.7 = 73 plf P3= 0.00. 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= . 0.00. 16.6 = 0 plf P5= 0.00 18.4 = 0 plf P5= 0.00 18.4 = 0 plf P6= 0.00 20.8 = 0 pif P6= 0.00 20.8 = 0 pif P7= 0.00 22.8 = Q plf P7= .Q QQ 22.8 = Q plf H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 pif FR- V3 +FR -V2= 426 pif LR- V3+LR -V2= 525 plf Upper V3 - Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00 13.6 = 0 pif P1= 0.00 13.6 = 0 plf P2= 0.00 14.7 = 0 plf P2= 0.00. 14.7 = 0 plf P3= 5.00 15.8 = 79 plf P3= 5.00 15.8 = 79 pif P4= 5.00 16.6 = 83 pif P4= 5.00 16.6 = 83 plf P5= 3.00 18.4 = 55 plf P5= 5:00 18.4 = 92 plf P6= 0.00 20.8 = 0 plf P6= 3.00 20.8 = 62 plf - P7= 0.00 22.8 = Q plf P7= Q,QQ 22.8' = Q plf H= 13.00 FR -V3 = 217 plf H= 18.00 LR -V3 = 316 plf • Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height 33.00 - Width 15.00 Ratio = 2.2 . FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38.00 + Width 39.00 Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY • rcnirecrure�pianng . l V 9725 SW Beavertwf Hillstlale Hw ni Suite 210E inc Beaverton. Oregon 970053364 11 5016.1681 tea 503.664.7886 Norm mafaa can Mmun tne66m at fldbl.en 600640 eweimuivimeneom • • • : Lateral Analysis - Seismic Calculations • IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 5 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = : 615.00 sf Site Class = . D HR„ = 25.00, Floor = 10.00 psf ARw -ex = 1,95.00 sf S H2flr = 12.00 Exterior wall = 10.00 psf ARw -in = ; 98.00 sf S 39.3 H2rf = 11.00 Interior walls/partitions = 5.00 psf A2flr = 585.00 sf F 1.00 H1flr = 1.00 Elevated Concrete Floor = 0.00 psf A2rf = . , 48:00 sf F„ _ .1.60 Left to Right A2w-ex = : 1;95.00 sf RFR = 6.5 HR„ = 25.00 A2w -in = 98.00 sf RIR = 6.5 . H2flr = 12.00 A1flr = 519.00 sf S = 0.771 H2rf = 11.00 Al rf = . . 114.00 sf S = 0.629 H1 flr = 1.00 A1w -ex = 173.00 sf SDS =10.52 A1w -in = .87.00.Isf SDI = 0.42 I Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 195.00 sf X 10.00 psf = 1950 # Area of upper interior wall (ARw -in)= 98.00 sf X 5.00 psf = 490 # Mass of Upper Roof (MUr) = 8590 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 585.00 sf X 10.00 psf = 5850 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 195.00 sf X 10.00 psf = 1950 # Area of lower interior wall (A2w -in) = 98.00 sf X 5.00 psf = 490 # Mass of 2nd Floor (M2f) = 8770 # Area of 1st floor & walls Area of 1st floor (A1flr) = 519.00 sf X 10.00 psf = 5190 # Area of lowest roof or elev. conc slabs(A1 rf) = 114.00 sf X 10.00 psf = 1140 # Area of lowest exterior wall (A1w -ex) = 173.00 sf X 10.00 psf = 1730 # Area of lowest interior wall (A1w -in) = 87.00 sf X 5.00 psf = 435 # Mass of 1st Floor (M1f) = 8495 # Total Mass (TM) = 25855 Base shear Front to Rear Left to Right V = (( /RFR)W = 0.095 W V = (( * Sos) /Ruz)W = 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total Vt%Rm. Area psf Roof 6136 25 153393 0.65 1151 1151 0.19 615 1.9 2nd Floor 6264 12 75171 0.32 564 1716 0.27 633 2.7 1st floor 6068 1 6068 0.03 45 1761 0.29 633 2.8 2 = 18468 / = 234632 1.00 1761 4628 Left to Right Level Wx Hx WxHx Fa V V total Vt Area psf Roof 6136 25 153393 0.65 1151 1151 0.19 615 1.9 2nd Floor 6264 12 75171 0.32 564 1716 0.27 633 2.7 - 1st floor 6066 1 6Q68 0.03 46 1761 0.01 633 2.8 / = 18468 1 = 234632 1.00 1761 4628 1. Controlling V per IRC 16 -56 1 CI p rcnirecrure,pl inc. `V 9725 SW Beaverton Hillsdale H w y . Su le 210E Beaverton, Oregon 970053364 II f 003 644.7601 to 660 044 7600 evom)ecn- aeme.mm Amnon 4WMe of Mdo1003 NLRB •rte- ko rC6leGmrrl Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis Governing shear force @ brace wall line: VG = 3000 # - Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 plf Panel selection determined from this plf Toad from Shear Panel Schedule Adjusted overturning load: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule:, Wp = 10 FT V = 330 # Hp = 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: 1 Pu2 Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over El General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): DLp @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" Hp IMI @ 9' -0" plate heights = 973.5 = 2.57' say 2' -7" @ 10' -0" plate heights = 10'13.5 = 2.86' say 2' -10" Minimum panel widths in Seismic Zone 4 = (2:1): 'Pu1 @8'-0" plate heights = 8'/2 = 4' -0" /ill @ 9' -0" plate heights = 972 = 4'-6 "' @ 10' -0" plate heights = 10'/2 = 5' -0" MI 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. _ 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over . I 0 ® rcfitecture/plonning inc. `V 97 25 S W Beaveztnn Hillsdale Hw S uite 210E Beaverton, O n:gon 9 7 005.3366 �• 503.644 7661 ? 5O3 6u.166 wo�cnurrr,mamm AmrranlwlWm 01 AnitlYO" N.CARB w" Ynu"Jdeetearn Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 5 ssue Date: 6/15/06 Upper Level - Roof Trib. Seismic Vx Wind Vx V G ov. Pnl PnI PnI Trib P o De si g n PNL Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load p Uplift =Pu HD Load HD Notes Width Force psf pif pif Wind Shears L H W Area pif Load pif ID Front to Rear V1 307.0 7.5 1.9 575 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A V2 307.0 7.5 1.9 575 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A . X = 614.0 I = 1150 Controlling p = 1.00 Left to Right V3 307.0 20.5 1.9 575 316 6485 6485 15.0 8.0 3.0 300.0 12000 432 WG 432 3 -2664 -2664 A 5 V4 307.0 20.5 _ 1.9 575 316 6485 6485 15.0 8.0 4.5 _ 300.0 12000 432 WG 432 3 -2726 -2726 A 5 I = 614.0 I = 1150 Controlling p= 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. - O LI ar cnl re crure�plenning Inc. ■ I ttt \ �1 I 9725 SW B ea ve rton Hillstlale Hwy. Suito 210E Beaverton, Oregon 97005.3384 ( lf so].eu last - soa.... n= Yfu®imurc�sea.tom Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 5 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V � Gov' Lngth Hght Wdth Brg. DL Load Dosign Pnl. Accum. Width Force psf Wind Shears g g g over pif P i Load pif ID Uplift=Pu HD Load HD 'Notes pif pif L H W Area Front to Rear V5 316.0 7.5 2.7 856 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 B -V6 316.0 7.5 2.7 856 _ 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 B ' - X = 632.0 I = 1713 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.7 791 525 10245 10245 15.0 9.0 4.5 45.0 1800 683 WG 683 5 5040 5040 • E ' 5 V8 340.0 23.5 2.7 _ 922 525 12347 12347 15.0 9.0 3.5 90.0 3600 823 WG 823 6 _ 5447 5447 E '3,4,5 X = 632.0 1 = 1713 Controlling p = 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. • ®r cnit co ng n c. • . O 9725 S � BB aw rt on tur tlat pl H wy Sult 210E i B3BVerton, O�lBJ9On 5.3384 ' C Is 507.9447661 Ta °5r0.3 9700 Nnf�l weM.eem An,6nyn NBAR* el Architect. NCARB w- .kpWNIlM eon, ' a Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 • Proj. No. 10009.04.01 - Unit 5 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind Pnl PnI PnI Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V0 Gov. Lngth Hght Wdth Brg. DL Load p, Design Pnl. ID Uplift =Pu Accum. HD Notes Width Force psf plf plf Wind Shears L H W Area over plf Load plf HD Load Front to Rear V9 316.0 7.5 2.8 879 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 316.0 7.5 2.8 879 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H $ = 632.0 X = 1758 Controlling 1.00 Left to Right . V11 292.0 19.5 2.8 812 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11682 M 5 V12 340.0 23.5 2.8 946 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 49018 M /STL 3,4,6 1 = 632.0 1 = 1758 Controlling 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT 1 C O I' 0 rcncrur, p®nning In 9725 SW ire Beaverton e Hitlsoaio l Hwy. Suito 210E Beaverton, Oregon 970053384 If I 03 644 me t fu 693 G .7659 ruaa...ertraen mrn 4nenun Imulane of MfiOt.CU NCARB w- cerenlhaeet mm Shear Panel and Hold Down Schedule ' r ' PANEL • IBC 2003 and NDS 2001 ed. • PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF #2 Anchor Bolt HF #2B Connection DF#2 DF#2 • 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" © 4' -0" o/c 16d © 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d @ 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" © 2' -6" o/c 16d @ 10" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d © 2,2,12 16d © 3" o/c 5/8" © 2' -0" o/c 16d @ 4" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d © 2,2,12 16d @ 4" o/c & A34 © 12" o/c 5/8" © 1' -6" o/c 16d © 3" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d © 8" o/c & A34 © 6" o/c 5/8" © 16" o/c 16d © 5" o/c & A34 © 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d @ 3.5" o/c & A34 © 6" o/c 5/8" © 12" o/c 16d @ 6" o/c & A34 © 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d © 4" o/c & A34 @ 4" o/c 5 /8" @ 10" o/c 16d © 3" o/c & A34 © 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d @ 12" o/c 5/8" © 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2' GWB blkd ea. side 5d @ 4,4,12 16d @ 12" o/c 5/8" © 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 5/8" GWB blkd ea. side _ 5d A 4,4,12 16d A 10" o/c 5/8" \ : 4' -0" o/c 16d ta'�, 6" o/c 2 x _ 1,2,3,5,DE,F HOLD DOWN HD ID Uplift Toad Simpson Model # Fasteners Remarks Footnote NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end '4 equal strap length min. lap at splices and joints. Provide '/e lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end '/ equal strap length min. lap at splices and joints. Provide ''4 lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end % equal strap length minimum lap at splices and joints. Provide '4 lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide ' 4 lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide ' 4 lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2" edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8° stem wall @ 8" from comer. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @'4" from comer. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8° from comer. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ W" from comer. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1/4x3 WS 5/8" or 7/8' x 18° embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8" embedment. Equiv. thd rod wPSET epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8' x 18' embed. AB, SSTB28 AB, 7/8" x 16 5/8° embedment. Equiv. thd rod w /SET' epoxy at 10° embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8° x 18° embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod wPSET epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8' x 18" embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod w /SET epoxy at 12" embed. 5,6,7,9 M _ 11080 HD14A 4 - MB 1 "x30" w/ 3 "x1/4" washer or threaded rod w/ 42" dev.embd. Igth. May be hooked in wall plane. _ Equiv. thd rod w/'SET epoxy at 18" embed. 5,6,7,9 General Notes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2" x 3/16° GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected. as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d I common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E.._ The panels indicated are listed in nominal thickness i.e., 15/32" = 1/2 ", 7/16" = 3//8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7" ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at alternating sides. See General Note B. 5. Insta into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2° x 1/16' sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Fnl MD Penal 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. Shear Wall Symbol I 9.' Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. 1, e " N ar mI e cture /pl Inc. S t0E .. , es 223441122, to 401441 7444 racm_a an ere.ur "ot.•er,eem "G.1113 11 • P Structural Calculations for: Oak Street Townhomes �;�� Ertl 8875 SW Oak Street, 97223 ��; . Pr oject No: 10009.04.01 - Unit 6 CI ?Y � Issue Date: 06/15/06 n 200 Bf11L ; C Design Criterla- -, _ , n Roof Loads BiYN1;4e k� ,a i �� Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing &'/2" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf /2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live /Snow Loads I 25.00Ipsf '/z" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75Ipsf Floor Loads Total Ext. Wall Loads 10.25 psf W underlayment 1.50 psf 3 /" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf 1/4" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1 /2" GWB 2.00 psf Total Live Loads I 40.00Ipsf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = 1 0.00Ipsf Floor diaphragms: (glued) 3/4" T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof © top plate /wall intersection. Fasten within a 5' -0° wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80 1 �� � 1 Wind Exposure Factor: B t Site Elevation assumed: 380 U 65 Ground Snow Load PSF: 30 W c. ,:3 / c..1- ICH Miscellaneous: AG' Soil Bearing: 1500 psf assumed 7 • Add.Snow Ld.= ((EJev- 380)8m2)+25) PSF 0 • L. Q Concrete foundations: 3000 -psi mix O Concrete Flatwork: 2000 -psi mix 0 Beams and stringers: DF /L #1 or better Repetitive Joists: DF /L #2 or better Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates © FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: I rcP crUr/pl®nnin9 in C. 9725 Ni Tc SW Beaverton e HOlsaale Hw Sulte 210E Beaverton, Oregon 97005 -3364 111111 503 644.7061 tax 507.644.7605 60o iC0 .rev..nm l Marvin 4,10o6e al 6000000 "cw6 ...v 1cona THIS DOCUMENT IS PROVIDED TO CONVEY EY 1 HE INTENT OF 1 HE ACCOMPANYING STRUCTURAL DIAGRAMS. rr IS PREPARED SOLELY FOR I HE PROJECT INDICATED. 1-16 DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SLIPi ORT IS PR'OVInED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR 10 EXECUTION, IN THE EVENT OF AN AMBIGUITY OR D1SCRE Y. 1 • • I 1V-0" 1 F � P6 -35' - --I 6 :!! . AVG. HGHT OF PROJECTED ROOF P5-30' c 111 -- I f I ' t� :, II j P3-20 ■ L 1L I U UPPER MAIN o 1T1 1 _ 1001 i } " P1 — o ' - 1 1 I UNIT 6 - FRONT ELEVATION 3 -0 P7 -40' . AVG. HG1T OF PROJECTED ROOF P6-35' 4 P5-30' 0 0 0 P4-25' 7 Illlllllil T P3-20' UPPER -' P2 -15'. IiIIIIIIII III 0 UAW 1 1 . UNIT 6 - SIDE ELEVATION DATA: ISSUED FOR: ISSUE DATE: &27 4 SUBMISSION A PROPOSED PROJECT FOR: * �RtiD • • IC0A (architecture /planning inc. JOBNUNJIER: 1000901 06-15-06 w ; ..e. �• l V .. ORAVM BT. MS OAK STREET TOWNHOMES, LLC i'' w"° j j% ' � y " ; -" � . UNIT6 -C 8875 SW OAK STREET �„ • 0775SN Ba'/at66 HIM* Mary. r 607.64.1661 Fnwtam /nrt_NG . 0!A::Mar • LATERAL FRAMING PLAN 6 id61'IOE tat 503644.76M N".JR9 . - 4 S CAL E : 1116 TIGARD, OR 97223 140F /,�� Bo1at -1a617m 171036,x1 6. 17, „ „ , r oa , ;'-' SCALE: 1 /i6' • t'd' SHEETS TOTAL AMIMACk0 s i %117M17%117 1117 v2 Nr TYP. ! im ! I. A 4 307 SF p • 1 • c Q co OD D > ;I i #. i ( LT 1 \ Pt I 1 I 1 1 I'l ..- l- II - il /' l �' \ . i Ir, CO 1 Q 00 D ! `\ o.� ti �.: V 3 + ____. r A= 307 SF L — ..-1 'L= 1 .L I I At. 3A .iitkAEU 15 I 7' -6 7' -6' T O 0 " I 11 >11 > . UNIT 6 - UPPER FLOOR PLAN - C AREA OF UPPER ROOF (ARrf): 615 SF _ AREA OF UPPER EXT. WALL (ARw -ex): 190 SF AREA OF UPPER INTERIOR WALL (ARw-in): 90 SF DATA: ISSUED FOR: A PROPOSED PROJECT FOR: ��ED •' ICQ N architecture /planning inc. ISSUE DATE: 5/27/04 SUBMISSION l V .105 NUN2E0. 70009.01 06-23 i DAIS `f;','. = " ., • DRAWN BY: MIS i OAK STREET TOWNHOMES, LLC ° 'li y UND6 -C i 8875 SW OAK STREET • 9 775 S WSewelmHa mkHa y a .: u �aurroromA,eaue. LATERAL FRASO1D PLAN i I' •: side 7l0E m 907 . 6447 N : : . UPPER FLOOR TIGARD, OR 97223 . 1 ... SCALE: m =1 �t OF •F, a ewen� Drew O O1SMEA a. l � ,o,..r�„�,, ,r: • SHEETS TOTAL ' . . • g I. Allah/Ckik4i131 Nir g Nr11711171371417 - TYP. • ...._... . I i i I .. 4141111 116. . 8 A= 340 SF 'L ; i. $. ).- :? >- C° 1!!ii 1 M 00 I li . €0 ;0 I I C.4 l!ll i I . [1 M•1 ; _ C= III ...... ' 1.1 il _ If Mi l i i_ j 1 I t II [! I • ! il , ....., 1 - • !• , ..., c! 31 1 ■%. co 1 1100 if. li / iil i. 03 ), . co — • C.7-77 ... A= 278 SF I "••••=7. :1,, • i • . 1 • I I Atb...Ak Att■ /11M 15 TV r-6 7.-6' a% 7 CD rn 1/40 1: " . Q UNIT 6 - MAIN LEVEL nAtsi - c AREA OF UPPER FLOOR (A2flr): 570 SF - AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT. WALL (A2w-ex): 190 SF AREA OF MAIN INTERIOR WALL (A2w-in): 95 SF DATA: ISSUED FOR: ISSUE DATE: 527/04 A PROPOSED PROJECT FOR: GI • icoNerchitecture/planning inc. SUBMISSION JOB NUMI3ER: 10009.04 06-23-06 i 1 DRAWN BY: KS OAK STREET TOWNHOMES, LLC ouas. y id / • 4 UNIT 6.0 8875 SW OAK STREET • 11 PI • 9775 SW Benet:0 1915177 Hay pi 903 644 7g6 1 Arrturk.ar irisreurl Afaaccia LATERAL FRAMING PLAN ... '44 . MAIN FLCOR TIGARD, OR 97223 IX, .63 tw 503144.797i NZARB SCALE 3/37 • l'.0' . C OF , ' t Bewertan, Oregon 9775,1331 SHEETS TOTAL !:;':r', .‘,. •:]. • STEEL POST, CONT. GRADE SEE FRMNG. PLAN BEAM, SEE V 1 FOUND. PLAN _ _ - ! A= 40 SF �°= - - "- - �: ' '- ' PL= 2.5 SEE FRMNG. PLAN PLC STEEL POST, /// // / t i • %/; ' ePrA /per•.. I A 1 NAIL PLYWD. 1 , q,ICT CM{ SHTG. UNDER �, / , dl��i� 00 W/ 8d ®4,4,12 I; ft / ' UNBLKD. !; / ��/.ice G vG 1 I I, �1 1.1 .:1 N 6_=f W e L I .1 L' it - = N w • ; Co of I v. i . -,„. __ A 1 278 SF 1\.,, / r ' PL= 10.5 pis . . . 10.5 7' -6' 7' -6' Li N N E1 0 � O O O � O u N >a >a UNIT 6 LOWER LEAEL / FND. PLAN - C AREA OF LOWER FLOOR (Alflr): 344 SF AREA OF LOWER ROOF (Alrf): 289 SF AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (A1w -in): 57 SF DATA, ISSUED FOR: �" A PROPOSED PROJECT FOR: �,D � N ®rchitCCture /pl ®nnirlg inc. ISSUE DATE: 51!7101 SUBMISSION �tr� y � O ` , JOB NUMBER ,000904 07 -17-06 ewe, A if, 1 DRAWN BT. u,L OAK STREET TOWNHOMES, LLC n� ►�1'P y UNIT 6.0 8875 SW OAK STREET • ,, ._. 1)725 SW Bergamo R,60me1My. 666W 166, Am m o r.e.. eoi:u , u NA,.:]e,Y. LATERAL FRAACNG PLAN c ' ' • ' 2 Sam 210E 60 303 644 7661) N AR9 LOWER RODR TIGARD, OR 97223 9 , OF �' . f t Beerela00 9=51164 a. ..dmem »,. n. ,r . ...m.r<ev., SCALE: 51'1 =,'!f SHEETS TOTAL . . • - ' - • ... -- -- g ■ io• Q. ,o• a, g■ Ackoit.& c ■ ,gra ch 4Elkaal AEA Lk EEk MI F aE.A LIAM AA F. ASA ACIA AMAMI F. S 1 .../, Iv "'W'W 'a. NT NV ''1 - '=”--=' `.., Ny , i'"="'X' - S" - Z'"23 - Z" '4 lqW `4 nS"- •.I. ‘W NY 7T--7 'X' '.1 . 471 , NY E I , ■ Ii. ■ Al■ a III, III. , iv • ! ! I. ■ 1 1 V • ! 1 pr • I ! I • ! 1 I • -----___ . A 77 • : -- Z.Z:7 - ni °E... 4° .-,- : 4- ° °I!. ii , milli _ .... 1 1 ,\ -1 6_, ._ Ns -t• , 1 o: 1 i ell!!! i ri _ ! . ... • i q I . _ 1. 7 : 1 T . :3 =_ I., 7, I li . I iL ii . '.... H I Pidi -I _ it= l' ' j r- 1., ,-; ri , 0 1,..,- ! T• . 0 4 -- . .•__ : IA_ 1 1 .74 I .,,. -• • 1 . I . l'.___/ N . ._.. 2I • • '. j: 1. , .,.: - • ;, • ', : .t "T. 4° -E •1 41- °E. :- 4 i . - I, .__ I 41- °Ii. 1 14 . 1 • 1 .• .. • T-- ...__j TOUCHSTON I i i I I I 1 i Le .-,... a& . 0 UNIT 2 • MAIN LEVEL PLAN • C UNIT 6 - MAIN LEVEL PLAN • C UNIT 10 • MAIN LEVEL PLAN • C UNIT 7 • UPPER FLOOR PLAN • C UNIT b • UPPER FLOOR PLAN • C UNIT 10 • UPPER FLOOR PLAN • G - L vi .2 cu 15, .„ & • c . , x o 1 MM. 50 -1-.- MA,. •_.\ RR. RAI . , RI 42.3 •1/12 - co ^- - DYE LA ID ONG UK M ouc Asa ni 1 CM, < iji cr. SRI 0/ 5150. 01 V.." ° -... ; 1.:::: 1 i .,, I - ,L7,, ,i1k CI LE, ARI 4 AEI FE AE'T_'" ALL. N EXTERIOR 5.1EANAIR TO 5E ARA RATED REFECENT,AL WALL WEA?* EXCEPT AT SEAR PAWLS EWE BA WALL WALT CO 4 . 'avr- :. .--v-..:.4. PE YEAR 5•0195ALE FOR PATEL T1'!. CAM RRE-RATED 0 5REATRIG .5 RECI.MD.5/15 TACK =MCCAW GOLD FrREGLIARD, i lliallitT. I • 3 -71111111*- -"' . T55 T1PE X SEAT 5RALL OE MD REFER 10 4554 tEIAARATC.: DETA1. &EFT FOR ..171 tfCRITATICAl ..-i „ .ti= i 1 -- L ii FRAMING EGD 1. 'Li -It' 1 t_ LEN il i t 'LT I ' 1 1?7: Shear Ponel ard Hold Dom Schedule g • ........... gat. ii 11; 1. 7 Iv- : 4° i. - 7. . • i 'g 4 . :14.4 .... ..... ....-..°•-•• ,, I . •""•• .5...., CON "A...4' - - • • - - • - . ri i 1 i P4I7.• .t11 571E0057501 1 4 11 V 11 . r if. str , z Ai_ _:- ..,......0_ ...RAH...E....Pt A' .... E. .....•• . _i__ ._ TOR neow 07 1 I ' ‘W..7 I 7100_4.: :•!..1X.::,t.f. Z:V ..R.1■7... az :7•77.:72 weAto..oxve I r A A& dt I At. Aft■ 41: ASA I -'- Or ."-. W' At Ir'3 --'-. •.... . ..":_ ....° -- 7"' . - f . i. 1:1:r. --- - .1 -- RS% r A A.. A ..J 0:457ErE P0/0/AS° 0. 01 'Z' _ 4.........____1,..... ...„1„. ,,, •_95........m ... ...J. .... , " rmt. z . A .=1,L=_Fien-•_ , .=...a.. _i_ --i -551- CAM .. -- ;1 7 . ••• w• : 1 001_•Sirragg-E.i.1171•1_,..,J5° :::- 1.17C,171,7V-4 LLEADER ISSJI Can mu. .0:1 ••■:7 , .Z.r ::::== ISEE 0E14 15/55.00 /plual.■ 12..". or -LYZ -1--i-1 . ..-. • •-• - .....-_,.. .. ...., .. ,.,:, • ._.. .:,......, ....-..„--- ... itc 1 1 000.5 .¢006 MR 504-517513102 IRO -.= °- .: - _ • • • `7 - -,-,. .t - '- • 2 .:ir • • r.re,400. _._ ""^".ci±"X" :.,* . . -:- ....:4-A" - - :::::X c ■ ........... ZOO 1405 .0101. . .. ;,...:74 iii V =I : ttl ''' :=F...7 ■ , All.°4740 KAM 034007WW27 UNIT 2 LOWER LIIVEL / Ma PLAN • C UNIT 6 LOUNR LIIVPJ. / FNID. PLAN • C UNIT 10 1.01.1ER Lam i FNID. PLAN • C ••• 1 ' 7TAWITL"'"-•'-' i-,E, cowintiT : ir........==7....===5 7.= = :141 r.-rratr..4:-----. - a , .15°,13.4.0 P. 1 =Ts ze no WERRA fRucc RA.. 1 F'Fai 7. =......... - - - - --- . UNITS 2, 6 1 10 LATERAL FRAMING PLAN i ma AVA 0 05.° MEE Wred WALE • L'5 r-o. ( 1 ,1:12,ILv,V,VAF.7„): ) i ,,,.....--,--.---. • MEARS TAP. •Cen WA /MO . S1.06 L i r. - '''' ' q �b 12 1? __ . o al E§ tIP a°, i iii :fi�iii r a Ia a 2 I �� -.� J p' i 4 e 9 i � � 1 — � � i 1 P alp Mai 1 i p # it 1 ' ° J a a��l ' ', i %a. { � a�H P I r j 1 1 Y J b ¢! ill t li 1/21;P 1 sit 1 °� iS Ia 1 li .' I • I�/ die 1 1i1 kil ! R : Pe; a ;Fit IjII1a111 I um.. r 1 _ I 1111; e..0 It° 1gj 1 I,a 11111,111111111 , 111 d -M ;. i,bi e i a i 7i i !•�� I I / I i , fi a � E �d § -��9 h t . P , d t ! �� i+ r ' a 'li a! Pde ,oi aI 1� •1 A .1 Iii 3 ' r : 1 i 17 1 i i � C i d �O �: ` dlP ; 1 ° a O i 1 •1 is [P• t E 11 1 �i a' 9 a ��a �. s. _� l § Rib i, t E1 . ! s i '` � ! EU 4a; i� I� rf ,111 o ;mg... �C 1 ill ! ° fa ! dB r ° I ° r ° III E . T1, bats /In I n r 1 i f' i h i e l 11 e ii t , °I 1 1 I Ei i i 1P + e II i ' 11 i e ;1 i n r=0 I a A ` i ! 1 3 p a E b I I1� a III i i S § s f i a i i. : Q it I i' . a it I\ P . '. « .... if l ip d P • E I Ejb 1 i / ._ ii3�_1 ii I U �I� • 1 © 1 autaE 1: r• 8 P • • ° t 31 0,10 � ME _ Yf:� �� ' : _ – a 'a re i • XI �• II s R Mai i s (3' • t it i ii �op .0� .0p p !' - �s g a I, C XI 1631 .■■aw e E y 1 �� ! -- ! I l I id "mn. A X6 306 !I 14 iri , reE111.1 r_._. - .,_ b I I r I 4 • r Aa °I, J , 1 dr 1 iA . 1t ' 7 '' ! i • N°' i; I# .w �r■�s �u■s ! 1 1 i li i Iwi 0 -1 ... . • 1 pin, ` 1 I ---- -- iii 11 A 1 i A, ' P i $ @ ': , : : pP aai1 ; �� a • i ,I I i @ : Ei a'_ y ' ? �A , fit' l�Alt 6 ai; 1 C 111 88 A 1 '_ �I cire. 1 ,: ; -AAA _ Sg 4 j ..� tO�lAr - e n i ts g s tii 3 • AS° II �� i 5 V� "_a A z ;o 11 i i 'a° �o ll ,2, 19 E ol _' ■i e d - oaI• ii ° N� ��a t �� l �g ' a • = 1 1 � at ; Ii � ' I3:, _ r� � ° 1 1 ��r' J� �� � 1 in Mt ` ILY571 n� ∎ a �� 111 A Ay A h i Iii ii : i ai -. i girl 11 . is i .1 E ;� �� §,a ��° o dd I w 5 $ a ��4i ° °P dl `� °i R d as � a ° a ° ° • � :: "i ' ' 1 1n e O i . ? a 1 ! i p 1 i ', 1 : ! I i i i lit a i 1 !I y o o li _ _ ... - . i Igda ai i !a IE i • 9 I ;i! . Ii 1! I $ e) !!' I tl ii It i al 1I a # o , 1 11 w F ii i ill iI=----' ; T _ ' ..„_, � Agak ,� 1n • c iiii:i -i. a r ._.. Z — 1 , i C — g x lair .i ;� m o t a • EIS q ►a =1 �0 ! 1 � i �`I r e. e ii $ I I: g I °tii j 7.4 N' f1 °5 ;s@ '-or I I g e: n s_� l 1 A ;i (, i i; 1 1A I E °a l ia i I & l ` lit' ! ' 1 Illk ' . w . " a t i I # ai: j '� I di 9 i ti ;., ! V ° I 6 °1d 1 1 ° i in ° � %� TO . Si 1 a Ail 1.1 ' ° a il i - . : i 0 :• � I i a I EI E ti�i � n v a �1 ■ P I A l e ° E 1 i q I I eg L ikditt= � 1 .. • / I 1B1 1 fill � P � 1i 1� i i i ll _R 1 ib ,t2ld,,f i' O ' i 'I ! /:1 E� t 11 c I a UilF. ■ii ci m :, ;# # ,It hi 6 + r 1 AA��a i o t ,i a —a ... a5E• }�f r_° l ' 1!i • 1 ,i I° p30 /Mi► : �i' i' IA f ap all Ii . :ai i e'' ' 'i.�r - � t Ili, II pi / •A A1 ij Pi : i a z � n ,— -, a I'i = ° ! A 1' " I'I iEi 1 p 9i ;; 6 i l i I e • ` i o rm iL * l ii I I E Ili i1 tl f r! d., 1 lti; ale 1 1 ii ii r i t a , 1PP y Ii ' i H iAI 1 � il!J1�ii d I t a - r E ! l1' - I t 7 ° a I ���..— .,--- • -' 1 �i a A+ A A A Ii ed A ai i . 6Art i o . IiI � d° 3 E 111141 ail9 Hi ° iA i;! I , I I t i I ,i1 ° I I . i 1 I i.i i ° #lii S i i o' 1 iii I II I IP it Ie d l i ii ei IA g ill I ' °' 1 big °° • ° , I, 1 o 1 s eidil �° is + !! if ° i a 1 Z B ° 1 It it all i II i iI o �isis� s� i 1 A ill X81 al m n ii •� af Nenr`� i. a2 � 1 v � ::. � �Wi�rzi pg a E b. I ni e o r Z • ir• : i §!I t ,.1 1 P is 14 TA :aj ' - a f g ei 'n,tis-.:� • mz E lit'lilt ii :j �C !,P ii @£ - ' -I1° ,tlPP7r°!■""il, ■ se. 'iw 11 zZ m l ; i ! ! I I P # ii ; f ; a:al 1 i i1 i 1 ! , m E ° t : b t a - a 5 i. , ba ji d a i a a i : isl 01'ti ill § l rie 1 _Z 1 I ° It m o F ; la III 1 1 if ` ° ai FBI ?�' r s d I6 , r. i 1 I A Proposed Project f o r . H a i OI Iorcnitecture /pl°nninp [ t i c O M I ' e 1 1 @ e Oak Street Townhomes, LLC e � ,� j a 1 887 -0® �• � I, _ _____ i 33 _ � i r Tigard, OR 97223 r ,4 _ _ _ - -_._ _ I • ° Lateral Analysis - Wind Calculations ' IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 6 Issue Date: 6/15/06 Variables . Basic wind spd /3 sec.gust equivalent:= 80 1= 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs 1 PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' -15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= 5.50 13.6 = 75 plf P1= -5.50 13.6 = 75 plf P2= 0.00 14.7 = 0 plf P2= 0:00 14.7 = 0 plf P3= 0.00 15.8 = 0 plf P3= . 0.00 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= 0.00 16.6 = 0 pif P5= 0.00 18.4 = 0 plf P5= 0.00 18.4 = 0 plf P6= 0.00 20.8 = 0 plf P6= 0.00 20.8 = 0 plf P7= 0.00 22.8 = 0 plf P7= 000. 22.8 = 0 plf H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2 +FR -V1= 501 plf LR- V3+LR- V2 +LR -V1= 600 plf Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= - 10:00 13.6 = 136 plf P1= 10.00 13.6 = 136 plf P2= 5.00 ' 14.7 = 73 plf P2= . .. 5.00 14.7 = 73 plf P3= 0.00 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= 0.00 16.6 = 0 plf P5= 0.00 18.4 = 0 plf P5= 0.00 18.4 = - 0 plf P6= 0.00 20.8 = 0 pif P6= . 0.00 • 20.8 = 0 plf P7= 0.00 22.8 = Q plf P7= 0.00 22.8 = Q plf H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 plf LR- V3 +LR -V2= 525 plf Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00 13.6 = 0 plf P1= • 0.00 13.6 = 0 pif P2= 0.00 14.7 = 0 plf P2= 0.00 14.7 = 0 plf P3= 5.00 15.8 = 79 plf P3= 5.00 15.8 = 79 plf P4= 5.00 16.6 = 83 plf P4= 5.00 16.6 = 83 plf P5= 3.00. 18.4 = 55 plf P5= 5.00 18.4 = 92 plf _ P6= 0.00 20.8 = 0 plf P6= 3.00 20.8 = 62 plf P7= 0.00 , 22.8 = Q plf P7= Q,00 22.8 = 0 pif H= 13.00 FR -V3 = 217 plf H= 18.00 LR -V3 = 316 plf Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height 33.00 = Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right . Height 38:00 + Width 39.00• Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY I C � N ®rcnttecture / pl ®nntng mc. 9725 SW Beaverton I4iISda Hwy. Suite 210E Beaverton. Oregon 97005.3364 I III 501.80.700, Ku 303600.7589 50040900094 Ammnan lns10ub of l 1040eCb NCA80 0n7w loananNsaaecun • • Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 6 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = 615.00 sf Site Class = D HR = 25.00 • Floor = 10.00 psf ARw-ex = 190.00 sf S 77.1 H2flr = 12.00 Exterior wall = 10.00 psf ARw -in = 90.00 sf S . 39.3 H2rf = 11.00 Interior walls/partitions = 5.00 psf A2flr = 570.00 sf F 1.00 H1 flr = 1.00 Elevated Concrete Floor = 0.00 psf A2rf = 48.00 sf F,,. 1.60 Left to Right A2w -ex = 190.00 sf RFR = 6.5 HR„ = 25.00 A2w -in = 95.00 sf RJR = 6.5 H2flr = 12.00 A1flr = 344.00 sf S = 0.771 H2rf = 11.00 Al rf = 289.00 sf S = 0.629 H 1 flr =, 1.00. A1w-ex = 114.00 sf Sin = 0.52 A1w -in = 57.00 sf SDI = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 190.00 sf X 10.00 psf = 1900 # Area of upper interior wall (ARw -in)= 90.00 sf X 5.00 psf = 450 # Mass of Upper Roof (MUr) = 8500 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 570.00 sf X 10.00 psf = 5700 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 190.00 sf X 10.00 psf = 1900 # Area of lower interior wall (A2w -in) = 95.00 sf X 5.00 psf = 475 # Mass of 2nd Floor (M2f) = 8555 # Area of 1st floor & walls Area of 1st floor (A1flr) = 344.00 sf X 10.00 psf = 3440 # Area of lowest roof or elev. conc slabs(A1 rf) = 289.00 sf X 10.00 psf = 2890 # Area of lowest exterior wall (A1w -ex) = 114.00 sf X 10.00 psf = 1140 # Area of lowest interior wall (A1w -in) = 57.00 sf X 5.00 psf = 285 # Mass of 1st Floor (M1f) = 7755 # Total Mass (TM) = 24810 Base shear Front to Rear Left to Right V = (( /RFR)W = 0.095 W' V = (( * Sos) /RLR)W = 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFR Area psf Roof 6071 25 151786 0.66 1112 1112 0.18 615 1.8 2nd Floor 6111 12 73329 0.32 537 1649 0.27 618 2.7 1st floor 5539 1 5539 0.02 41. 1690 0.31 633 2.7 I = 17721 1 = 230654 1.00 1690 4452 Left to Right - Level Wx Hx WxHx Fa V V total Vt Area psf Roof 6071 25 151786 0.66 1112 1112 0.18 615 1.8 2nd Floor 6111 12 73329 0.32 537 1649 0.27 618 2.7 1st floor 5539 1 5539 0.02 41 1690 0.01 633 2.7 E = 17721 1 = 230654 1.00 1690 4452 1. Controlling V per IRC 16-56 C O N tarcr,itecrure /pl®if,g ift c. • 1 9725 SW Beaverton Hillsdale Hw nn Suite 210E Beaverton, Oregon 97 11 303 64.7601 In. SO3 .844.766g NoCkanrCVmd men Amrian m.6nn. of ArehOoces NGR6 .w.keaiWb6mm Shear Wall Design Approach " . IBC Section 1617.1 Simplified Seismic Analysis Governing shear force @ brace wall line: V = 3000 # - Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: VIW = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V = 330 # Hp = 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: ( Pu2 I Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over 0 mid General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): DLp @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" Hp ® . @ 9' -0" plate heights = 9'/3.5 = 2.57' say 2' -7" @ 10' -0" plate heights = 1073.5 = 2.86' say 2' -10" • Minimum panel widths in Seismic Zone 4 = (2:1): IPu1 1 @ 8' -0" plate heights = 872 = 4' -0" /A. II @ 9' -0" plate heights = 972 = 4' -6 "' V @ 10' -0° plate heights = 10'/2 = 5-0" Eil 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. - 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over ' J 1 9725 recru ®nnil�g inc. l V 9725 Sw Beavanon Hillsdale Hw Suiro 270E Beaverton. 844. 9 11' 9W 60.1901 4m 9D1 844.5 NO®Cau Ameecen InstItuts or AnYWeS WARS nwt0 L m Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 6 ssue Date: 6/15/06 Upper Level - Roof Trib. Seismic Vx Wind Vx V� Gov. Pnl Pnl Pnl Trib. Pnl Design PNL. Brace Line Trib. Area Width Force psf Seesmic Force Wind Shears Lngth Hght Wdth Brg. DL over Load pi Load plf ID Uplift=Pu HD Load HD Notes plf plf L H W Area plf Front to Rear V1 307.0 7.5 1.8 555 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A V2 . 307.0 7.5 1.8 555 217 _ 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A • X = 614.0 X = 1110 Controlling p= 1.00 Left to Right _ V3 _ 307.0 20.5 1.8 555 316 6485 6485 15.0 8.0 2.5 300.0 12000 432 WG 432 3 -2644 -2644 A. 5 V4 307.0 20.5 1.8 555 316 6485 _ 6485 _ 15.0 _ 8.0 4.5 300.0 12000 432 WG 432 3 -2726 -2726 _ A 5 X = 614.0 % = 1110 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. C 1 inc. 9725 SW Beaverton Hillsdale Hwy. Suite 210E Beaverton. Oregon 97005 -3364 le 5036/47601 fax 000044.7509 wagcaasll.99a Cam Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 6 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V� Gov. Lngth Hght Wdth Brg. DL Load pi Design Pnl Uplift =Pu Accum. HD Notes Width Force psf pif pif Wind Shears L H W Area over pif Load pif ID HD Load Front to Rear V5 309.0 7.5 2.7 825 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 B V6 309.0 7.5 2.7 825 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 B = 618.0 = 1649 Controlling p = 1.00 Left to Right V7 278.0 19.5 2.7 742 525 10245 10245 15.0 9.0 2.5 45.0 1800 683 WG 683 5 5132 5132 E 5 V8 340.0 23.5 2.7 907 525 12347 12347 15.0 9.0 4.5 90.0 3600 823 WG 823 6 5401 5401 E 3,4,5 X = 618.0 X = 1649 Controlling p= 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. • 1 C • O L a rcerur,p®g Inc. 9725 nir SW Be e Hillsdale l Hw nnin Suite . 2 10E Beaverton. Oregon 07005 -3364 • 1• 503 544 7051 ' m. 503 544.7509 ntoaconarchRect tom American !neat. 41 NUUlect. NU1ne .r.rw eaurdr5ecteom Client: Oak Street Townhomes Panel and Uplift Calculations - Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 6 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind PnI Pnl PnI Trib. PnI Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load pi Design Pnl. ID Uplift =Pu Accum. HD Notes Width Force psf Wind Shears over plf Load plf HD Load pif pif L H W Area Front to Rear V9 309.0 7.5 2.7 825 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 309.0 7.5 2.7 825 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 _ H 1 = 618.0 / = 1650 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 742 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11774 M 5 V12 340.0 23.5 2.7 908 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 48972 M /STL 3,4,6 Z = 618.0 1 = 1650 Controlling 1.00 1. WG = Wind govems, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT 1 C o I r n c. i `V 9725 SW Beave n Hdtstlale Hw Suite 210E Beaverton. Oregon 970053384 1 i 503 644 7991 fax 503 944 7099 nfatge0ru■thlt401 can Nn9rrun l0 IUb el �rcMM NGN9 rwr san$rUl1 t mm Shear Panel and Hold Down Schedule " " - - PANEL IBC 2003 and NDS 2001 ed. PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF #2B Connection DF #2 DF #2 - 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" @ 4' -0" o/c 16d © 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d © 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" © 2' -6" o/c 16d @ 10" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d © 3" o/c 5/8" © 2' -0" o/c 16d © 4" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d @ 4" o/c & A34 © 12" o/c 5/8" © 1'-6" o/c 16d @ 3" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d © 8" o/c & A34 © 6" o/c 5/8" © 16" o/c 16d © 5" o/c & A34 © 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d © 3.5" o/c & A34 © 6" o/c 5/8" © 12" o/c 16d © 6" o/c & A34 © 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d © 4" o/c & A34 © 4" o/c 5/8" © 10" o/c 16d © 3" o/c & A34 © 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d © 7,7,12 16d @ 12" o/c 5/8" © 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2" GWB blkd ea. side 5d © 4,4,12 16d © 12" o/c 5/8" © 4' -0 o/c 16d © 8" o/c 2 x 1,2,3,5,DE,F 12 175 5/8° GWB blkd ea. side 5d A 4,4,12 16d p 10" o/c 5/8" @ 4' -0" o/c 16d @ 6" o/c _ 2 x 1,2,3,5,DE,F HOLD DOWN HD ID Uplift Toad Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 -8d each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end /2 equal strap length min. lap at splices and joints. Provide Y. lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end % equal strap length min. lap at splices and joints. Provide Y. lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end /2 equal strap length minimum lap at splices and joints. Provide' /. lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end 1/2 equal strap length minimum lap at splices and joints. Provide 1/4 lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end %2 equal strap length minimum lap at splices and joints. Provide' /. lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2' edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation In 8" stem wall @ 8" from comer. Use LSTHD8RJ w/ Fir. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ %2" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ '/z" from comer. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1/4x3 WS 5/8' or 7/8' x 18" embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8" embedment. Equiv. thd rod w/'SET' epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8' x 18' embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w /'SET' epoxy at 10" embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8' x 18" embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w/'SET' epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8" x 18" embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w/'SET' epoxy at 12" embed. 5,6,7,9 M _ 11080 HD14A 4 - MB 1"x30" w/ 3"x1/4" washer or threaded rod w/ 42" dev.embd. Igth. May be hooked in wall plane. Equiv. thd rod w /'SET' epoxy at 18" embed. _ 5,6,7,9 General Notes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an * and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2" x 3/16" GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32" = 1/2", 7/16" = 3//8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7" ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at alternating sides. See General Note B. 5. Installation into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2" x 1/16" sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Pet v"w.r 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. (Sheaf Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. CO � Inc. ( O■ mf.47r1 ,= .urge. .nm mr"W Amman Mulles d.wMtb MGR wwimw"MO ow" • Structural Calculations for: Oak Street Townhomes P _e 8875 SW Oak Street, 97223 ' , ` f i r ;_ u 1 JU l_ 1 C 200 Project No: 10009.04.01 - Unit 7 _ . Issue Date: 06/15/06 AU ; 8 2006 CI It � CA PD BUIL 1NC . 'VISION Design Criteria CITY CF T i . :ID Roof Loads W14117346 DIVISION Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & 1 /s" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&Ior Snow load > 30 PSF 1,5a psf 1 /2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live /Snow Loads ( 25.00Ipsf 1 /" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf 1 /2" underlayment 1.50 psf 3 /4" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf W' GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf %" GWB 2.00 psf Total Live Loads 1 40.00Ipsf Miscellaneous QQQ psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I 0.00Ipsf Floor diaphragms: (glued) 3/4" T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d © 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80 Wind Exposure Factor: B �� Site Elevation assumed: 380 Co Ground Snow Load PSF: 30 Miscellaneous: V Soil Bearing: 1500 psf assumed II.• L : • 1 _ICH n Add.Snow Ld.= ((Elev- 380)8/212) +25) PSF 0 ,. y Concrete foundations: 3000 -psi mix • • Concrete Flatwork: 2000 -psi mix . ' LAND, OREGON Beams and stringers: DF /L #1 or better O Repetitive Joists: DF /L #2 or better 0� Q �� � Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir #2B or better - Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: I 1 972 lttur i e pl ®nng l y 9775 SW Bc Beaverton Hillsdale Hw Suit 210E Inc. Beaverton, Oregon 97005 -3364 ,1 503 6&7001 ht 503 G 4.7660 HoGiv . 0tec men American Omlwb of Ambee s N Will vvw ical"rvvffimm THIS DOCUMENT IS PROVIDED) TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS IT IS PR -PARED SOLELY FOR 1 HE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL. PRIOR TO EXECUTION, IN THE EVENT OF AN AMEIIGIJITY OR DISCREPANCY. • • • 1 15 -0• P6 -35' . AVG. HGHT OF PROJECTED ROOF • tw YY— q P5 -30' 1 it " P4-25' �i__ q P3 -20' UPPER I FT " P2 -15' . ii II 2 uAw I g I ---- ----------------- ----- - - - - -- -Ilan _._ i 1 00 I T. P1 t I • UNIT 1 - FRONT ELEVATION 39 -0' P7 -40' • AVG. HOW OF PROJECTED ROOF 4 P6-35' 4 P5-30' 0 0 P4-25' ° P3-20' o . UPPER 'J I . " P2 -15' • IIIIIIIIII J L um g l " P1 -0' 1 UNIT 1 - SIDE ELEVATION DATA: ISSUED FOR ISSUE DATE: S/17/04 a SUBMISSION A PROPOSED PROJECT FOR: S ,� ED r ICQ N®rCPtiteCture /pl ®awing inc. Joe N11193ER: 10X8 06-23-06 C . „ I �' DRAWN OY: MIS OAK STREET TOWNHOMES, LLC � D Va>d ►ii % '� -i `� L FRAMING 7-CI 8875 SW OAK STREET ° ... ansswNr,Yaw Hua�H.T. wsm.aAmat Amo Gm; nrvroaa+ar • ELEVATIONS ATHC PUW TIGARD, OR 97223 Sm°°r°E ha S03.644.7669 has SCALE: Tne. 1'0 OF 1• Down.. OM. TNOKSil1 m,wde� ,,,.,..,m:.�.t�: ` —. SHEETS TOTAL f " . ■ t E/7137W7UNF F y: IM \ V 4 _,�• - - . . A= 307 SF I f ~� L <i P 0o D ,, 03 I rl r: V � ,i 1 NJ f I s: r • 11. 1 1 I— i sm C ' I; C ��� :I I 1 rl 7 I I 00 o N { , ii ii i E h v -.�. _�..rv..,. V 3 A= 307 SF • = 1 =L I I 3A SAID ' 15 7' -6 7' -6 N O fT1 -I TI T II >Q > • UNIT 1 - UPPER FLOOR PLAN - C1 AREA OF UPPER ROOF (ARrf): 615 SF AREA OF UPPER EXT. WALL (ARw -ex): 195 SF AREA OF UPPER INTERIOR WALL (ARw- in):98 SF ISSUE GATE T5/27/04 SUBMISSION A PROPOSED PROJECT FOR: '0 R 1 ;,D - • IC° ®rchitecture /pl ®nning inc. se JOB • NUMBER 100(6.04 O6 -23.06 •1 K�' ~': . DRAWN BY. ASS • OAK STREET TOWNHOMES, LLC a` ni . 4 • 8875 SW OAK STREET ' UNIT 7-C1 y OTJS SIN e-re1m H4s4e6 Nn6. 4d 46J.303.444.7031 a„ .,,,F 0.0. ynac. a,. J7, LATERAL FRANON C G PLAN. I' Ws ter SW 610440 NJ.R :. 1: ' UPPER FLOOR TIGARD, OR 97223 / t .... F SCALE: YJr =T� �'OF ■ • 4 6e"a,u� «.Wm 01061164 4�wawnnme •n.,..km,.rn.sc,. SHEETS TOTAL - ' s L 00 ©m Nir 9 . TYP. lb. A 8 340 SF ; 1 '� a Co i I f Do 03 m il ;' f in g G ' N II I � 1 1 1 Lr `F i . 1-Z C • I� e , [IMEE I ;' il r uz Ii i b1 i± ;, 03 CO I fl I I C==3 C_-I V 7 A= 292 SF 'L= 1 ' I 15' 7' -6' 7-6' N 7 1¢ 11 �0 f7 u UNIT 1 MAIN LEVEL PLAN - G1 AREA OF UPPER FLOOR (A2f1r): 585 SF AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT. WALL (A2w -ex): 195 SF AREA OF MAIN INTERIOR WALL (A2w -in): 98 SF DATA. ISSUED FOR: A PROPOSED PROJECT FOR: 1,D • C A I ®rchitecture/ p I®nnin Inc. ISSUE DATE: `7im SUBMISSION ,�� IO t V JOB NUMBER: 10009.04 06 -23-06 i • " :',' es DRAWN Sr: MIS OAK STREET TOWNHOMES, LLC °4 °Nt°a j �i% ,, ' : � - • , UNIT 7-C1 8875 SW OAK STREET �, • 0725 SWBwemnHmmbN.7. mom, 441 I Mme- twntru'mro.ieArm.T' as LATERAL N FLOOR Nc PLAN TIGARD, OR 97223 ,° 5idt•2t m ND614.16® NC. SCALE: Y 2 • 1 , `i'O t . �G eavt Ono, 047 4 4 amgkm.eimmm� w«v.t ,.co : . ... SHEETS TOTAL • • STEEL POST, .............._...._.. SEE FRMNG. PLAN CONT. GRADE ' BEAM, SEE - FOUND. PLAN : __ \__________ _ s._ I A 1 40 SF STEEL POST, '' \ SEE FRMNG. PLAN f lk \ s \..', \ ` I, NAIL PLYWD. I �� � �, �� � ;! SHTG. UNDER I p \ \ ` \� \ Q I in � \\' tl W/ 8d ®4,4,12 .:'....._......._ . \:\ \ �';' UNBLKD. Io �:��, \ N '� �Cll e I i. :- & I II W il T 0. • �' > I �; C7 i1 Vat I Z ° '4 1 L SCI I � i N Q I L !L I . , (\:,/ 1 1 III Z N W i ll W,D —,,_ e sww. — . A= 292 SF L= 1 P r ==j---. A. Ah -- I 10.5 1 1117 7-6" 7' -6" U n � N .D M O N UNIT "I LOWER LEVEL / FND. PLAN - Cl AREA OF LOWER FLOOR (Alftr): 344 SF AREA OF LOWER ROOF (Alrf): 289 SF AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw -in): 57 SF i DATA: ISSUED FOR: A PROPOSED PROJECT FOR: �� 5� �D ' �� 1C , � ^� ®rchitccturc /pl ®nrlirlg inc. ISSUE DATE: $27/04 SUBMISSION 1 O 1 V JOB NUMBER 10009 06-23-06 w. I - DRAWN BY: bus OAK STREET TOWNHOMES, LLC ar�l UNIT7.C1 8875 SW OAK STREET . 9725 SWBwatmHdsdaleH , r5036N7661 A'TMT'r , 1,.tLluY.L, +eeex. LATERAL FRAMING PLAN c '' ' ' .::' S4919 e 71OE fa 593044 7669 n•J..4S LOWER I TIGARD, OR 97223 9 SCALE: III" =1 fl' OF 1'4' B- r11m.Oregm 9709$3274 d , B N an „_s,r,.noewQ .,.., SHEETS TOTAL Z-1 sD PR e 9 AI el W 5a) ---;;.,:d. \ 1- Y la�ea nr f � � I e I ' �� ^ m — II Al � it, 3 — r ._.j e e D P g d` e T I• D - 3 2 r a L — — + T • — I- e III a i IT i �t ! • \ E - _ IV IV ��� .. . 11 - Dr y • , ..._ i pa i I .Qa A. 3 fiD r a D -. t 4, e A. n — r e i. ii—i. 'rill 11 „ '� \ '_1 aa �rr� $I g p 9Q� 213 — • ' 3 ^ A . I r i Elm om a _ . -._ — ht pg a t a or E I' 4 eD hC t _.< n a 3 0 IU , il t i l t i � . �i 1 ,: e - *fit , � f �� `j 1 4ip °Itll. �.� 1 f JJ , izi ir- . I ' I E ` ,.`ir u,n ' I ?i la I I f? ,lls; l°I R� LLD �_ // �- . I f. ( Li aF r rim....if F g ' �� .� �1 i sl ; F � r lll lt < i . ; 1 e e tr l 9 � I i�l t� P' ' i °f ii I N > " $ • ;1 ; I ) i r i "." a prFtt s. :. s r c — , in l i ' { p� 1 i I f -• ` J 11I r itiG F r ?i�t? : i @I ,` F S, g .• i t r Ir ill �: � 144 + Q b ' oi I i f; f 1.'1 tll� �i �'F �J I 1 : i 3' u ' � l ilia — _ i t j ( r !S( iI 1{ `�i � seyyy, 0 rf 1iirrrrr: I . r < iii m m Ili' )tl I N., e e ri i''' ,l IIIIii . V 1114 xi Nr 17 ®� E Q GI l � � ... a e ,, 9 n s (� g A Proposed Project for. s 5" • „ . Ir-OA lerwrechre/plwnlnp inc e !!! ¢ Oak Steet Towomes, LC i. = 0 ° g . -� 6 ). .•-�— •--- --- e 8875 SW Oak Stre I ✓j 2 — __ — 11 Tigard, OR 97223 I z j �7p ___ ' • ( • . . . • . , . ..- ......... 7=7 PROOINI ........ ■11•14,17.. MIA . .7E 2 .. .1 . . CI i • AK; :. I 1 .. er .. .. . U.r.a• ■ new sem • ca. am .....• . sem . . 6. ,........ 1 1 1 11 O° .......--. ..act- i ge. ...... ........ 11.1iii -=.... " . , tr .. - ..... 1 ....'÷-2= -v..-4,..- 01 . „42:: 11 i 1 Mill t ill IA sit, ., 7.......... 01 . ..,.., . -.40 4-..a .. , ...,,„,...... IN. • •404.••.`" Mini M... !- Z1■•••■ MO...Mt. .....„ ... t iMiiill '...ta.... ir .....--tn-- .T.T.......• k II= ••••••••••••• ...-=m-z:::. . -4. - - I j lIl onruct TRANS.IER • RAVP 00411AR !RAWER • &imam f. IV Mt . I I I! 1 : r:PaitT '."'.7r/raM WIWIllbir ' • .,...2•1 ..... ""'." own= lummox • ma AT • . M 47•45NUTISS 0: I I I lal illp ---- ... 'r....-----_,L.Tz ......, .......- ••••• • lomat .. '91FePr 'Err ■•■-• ••••••• • ' .... "......s... ' ir ............ 61 71, 1 6. P2Mi .."nar- tir.• .!....3=-.._ga litf )1 ilein2! 72 -- - 111111M 1 1 1 --....,.--- . IRIAN; iff- - V , 1.-' ---- 1 1 41 El• 000 " ' -l ing :=1 ,i) 1 , ”N• „---. - ........ .„. ... 7 . t i ta .. w _ t _ ro i: .- _ t..i_ , _. e'ariF ).• . am ■■••••• •-•-• `... WILVIWI 2 ..7'''........ 470 3_1 - S‘ I "I; ,- - .". -"' I ■ I MI : f I in I P ;NI ■ 10..-z.niC miry i im a --e-- 0 0 4= .4.7==..- 111111Fipllii (I); • I ••••:•••• o, ... g ...." 0 ......•........... ® ,............... DAII Fr •,, i 1- 'min, - : ...... 6 ... .4 , .4......=. IOUCHSTON :: 7 aw . mi . : ..;:. • 12 MS 41 11% ilippr MALIN 0 J - • • ... 0 ........ 1 11.•'' F ..._,....., .14.......m 2 '''....7. "". . 274117" 11111113 ' Ill 11 . OZNIM: ALL .. .. IR HMIS ........ i .... .11N, ... . '''. . IT." • . me was. 11 0•11.• mu .... own 1 . .....:,.. , III' 1111 0 /111..--:..'1■ Cilli4 STRAP ". . ..".."'"'.. 41 .417... .11 RE ...,...., sum EllIniall: ..;:-.' 7r 0.4..= 0-==7,,,,,R 0 Ommin,m,•2- 0.-,......-..---- • - I•iia. -.a; ..,.;--•:::,. .io,. .. -...... Fr. ,.. it.:: ' ...- • - - - / . • ...... it' . •,5.- r I a-. - Cr. mem rim was . -I 1.11 ............ =h.. ... "13.''... .:::...• '4 11 : :111.717.::' - ........,. 1 ' IOW' 0111•104. NEAR %ALL PPM „..., " - = I !.1'..'" 11 •1 1 ' 1 ...'im ........1:1.1=Tr•, ''‘..• " :, 0447, :L ° Ii t tile l ti, _ ...., - lo -...... $ ' . L...... :. I ii iwwwc, 2 inkvai pi .1...._ ..... ^ -- --- C. .....-:.r. ',97 .c =4 I nr• . . elTrAM317 L °'S l r . .....•••••• 0 ....... 11 i.,}„, 11 - 1.--.-- Kr ...,...... 0. ,......„ , ....... I; ILTurs ' 1 . t, 0 o tir TAAnAIA • M. WALL .°- I A! . -s ..... t MI_ LL. ....7.:"`" ._-. aim =MI illii. -a- ow V. etanc•cm.aL : . i ; i= 4 ilil 17:kra3a7A .• r ".'-:"...... i g , ws ,.._ ,- 1., mg sot' .%. - .mu 'Ir:- =LT.._ t.E....,.....,...,..:.i .. "-- -41- ... co .;;.-...=.=-. -_-__,-_.= .r. titaiiiMilill ..... va IIP P. ;•• •••idfa re d .T.274 411 NI= -4. . , •••• ".'" 111 II 011 ._ A - • ia.... . _ , • . ._ r.v.=-..-r.z-.7.4.---• • ...I __ L _7 _. -v co 0 .1114.N 421r4W41 .-, .c, AIN ■Vintili • 8....•........m• .- - 3. d i raMitir.I.: ' illgill 1 I 1 - - i - .................. ' ""-.... -4 -•. ,;"."••=47. ,, ......1 MB:7 . ..... m _ @ rn" l ' a l atta A k T n5 r.-4 Trzrz _ --....2.41 11111i, "r- , - o ....x.r.-- rd ---..,.,,- ,E= -w- I . F..1 ...... 2 rk- -.T.- ', , k =--. a=7 '" - _ PC:Uil ...-...."-".. a I ., 1 IflUag4 4k1 Pm Mx ...rurdur.r.z.•=::..., MR RIM ..,•••=7...":.=" '''' i 110Vr..1§ MI t , , pin= g 413 1 mn=.1% nWill ri:Thn■M=3. ■Tr7r dal3curaft N . 1 r .. : ,..,v 1 .: . ‘ ; '•:! m :=7: m " ,._ ,,,,- an =mom= 1....77 !!i_1'7,!1). NM NUM= Se.Leuer_enreara.scer , ; • ..., • -. I '' "° e IrAl .-T a kWI I IIK 0 i fl, 11111 =. ?I .... • "D' 1 W'ir nalU in CY "41.e MI : ' 1 " ' A1 Illf .■ '11111MI'l .'"'"'"rs.......t224 1:11111 77 .• ...... _ 19.II 11I.M MN. Ifigiaii -MI° ra rlO170.6 TM Of•BLICOI •••••• 76."."...".'"'....'"7.....47..''..........'" 0 I II I I 111 • ............. ..... wil aliard • une........... maldli'M .....74:••••°.". = MEm11.- Min=mia"1.2.•'-"M • % ; 7 ;r 11 . "....1...'' ?: :Ir".'7 ... 7 ""'''' . ■ 7 ail Fai fil - . i iti, i■• ' fil: "--"-- . zsm r , •-... . , joie ,..7•, 01/010•• • • . 1 .... MUM mair._ Noma arual a.m. Nu ........'..........." ''..'°°`•••". :kW .4MINIMM 1411 e ., ma • mr.smeimem. ....z............ .... NOMMOMMEMIIII=M MI= Ill.■0 e"....'"'''''..".."."' . ' .. M4 •••; .4 11111EIME WEEMISYJI C PCP, Conn.% (EWA rfavamil (D noes •0 TYPtCAL Ft= 1:04N (4_1323g&MtiAtAmmaggazumem____ MAU NOTE: ALL DETAILS APPLY AS REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IP NOT FLAGGED. ALL DETAILS N.T.S. UNLESS NOTED OTHERWISE • ( PR ELI ni I N S5.06 EI NOT run OOPITM101110,1 a SP•Ol• rem. Lateral Analysis - Wind Calculations IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 7 Issue Date: 6/15/06 • Variables Basic wind spd /3 sec.gust equivalent:= 80 I = 1 Exp= B - Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs I PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' -15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= • 5.50 13.6 = 75 plf P1= 5.50 13.6 = 75 plf P2= . 0.00 14.7 = 0 plf P2= 0.00 14.7 = 0 plf P3= 0.00 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= 0.00 16.6 = 0 plf P5= 0.00 18.4 = 0 plf P5= 0.00 18.4 = 0 plf P6= • 0.00 20.8 = 0 plf P6= 0.00 20.8 = 0 plf P7= 0.00 22.8 = Q plf P7= 0.00 22.8 = Q plf H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 plf FR- V3+FR- V2 +FR -V1= 501 plf LR- V3 +LR- V2 +LR -V1= 600 plf Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= .10.00 13.6 = 136 plf P1= 10.00 13.6 = 136 plf P2= ' _ 5.00 14.7 = 73 plf P2= 5.00 . 14.7 = 73 plf P3= 0.00 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= . '0.00 16.6 = 0 plf P5= 0.00 18.4 = 0 plf P5= 0.00 18.4 = 0 plf P6= 0.00 20.8 = 0 plf P6= - 0.00 20.8 = 0 plf P7= 0.00 22.8 = Q plf P7= . 0.00 22.8 = 0 plf H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3+FR -V2= 426 plf LR- V3 +LR -V2= 525 plf Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00 13.6 = 0 plf P1= 0.00 13.6 = 0 plf P2= 0.00 14.7 = 0 plf P2= 0.00 14.7 = 0 plf P3= • 5.00 15.8 = 79 plf P3= 5.00 15.8 = 79 plf P4= 5.00 16.6 = 83 plf P4= 5.00 16.6 = 83 plf P5= 3.00 18.4 = 55 plf P5= 5.00 18.4 = 92 plf P6= 0.00 20.8 = 0 plf P6= 3.00 • 20.8 = 62 plf P7 = 0 0Q 22.8 = 0 plf P7= 0.00 22.8 = 0 plf H= 13.00 FR -V3 = 217 plf H= 18.00 LR -V3 = 316 plf Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height 33.00 + Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38.00 - Width '39.00 Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY ‚ j ei rcncru re /®nning . l V 9725 SW ite Boave Hills Hw Suite 210E inc Beaverton. Oregon 870053364 lit 503.1144 7081 has 503.614.7609 84008:08er811088 own Amvan 1870818 d NNibb MOOR ow. w.w0*edcom Lateral Analysis - Seismic Calculations • IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 7 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = 615.00 sf Site Class = D HR„ = 25.00 _ Floor = 10.00 psf ARw -ex = 195.00 sf S , 77.1 H2flr = 12.00 Exterior wall = 10.00 psf ARw -in = 98.00 sf S, . 39.3 H2rf = 11.00 Interior walls /partitions = 5.00 psf A2flr = 585.00 sf F 1.00 H1flr = 1.00 Elevated Concrete Floor = 0.00 psf A2rf = 48.00 sf F,,,... 1.60 Left to Right A2w -ex = 195.00 sf RFR = 6.5 HR = 25.00 A2w -in = 98.00 sf RJR = 6.5 H2flr = 12.00 A1flr = 344.00 sf S = 0.771 H2rf = 11.00 A1rf = 289.00 sf SMI = 0.629 H1flr= 1.00 Aiw-ex = 114.00 sf fps =10.52 A1w -in = 57.00 sf Sp, = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 195.00 sf X 10.00 psf = 1950 # Area of upper interior wall (ARw -in)= 98.00 sf X 5.00 psf = 490 # Mass of Upper Roof (MUr) = 8590 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 585.00 sf X 10.00 psf = 5850 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 195.00 sf X 10.00 psf = 1950 # Area of lower interior wall (A2w -in) = 98.00 sf X 5.00 psf = 490 # Mass of 2nd Floor (M2f) = 8770 # Area of 1st floor & walls Area of 1st floor (Al flr) = 344.00 sf X 10.00 psf = 3440 # Area of lowest roof or elev. conc slabs(A1 rf) = 289.00 sf X 10.00 psf = 2890 # Area of lowest exterior wall (A1w -ex) = 114.00 sf X 10.00 psf = 1140 # Area of lowest interior wall (A1w -in) = 57.00 sf X 5.00 psf = 285 # Mass of 1st Floor (M1f) = 7755 # Total Mass (TM) = 25115 Base shear Front to Rear Left to Right V = (( * Sos) /RFR)W = 0.095 W V = (( * Sos) /RLR)W = 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFR/Wx Area psf Roof 6136 25 153393 0.66 1121 1121 0.18 615 1.8 2nd Floor 6264 12 75171 0.32 549 1670 0.27 633 2.6 1st floor 5539 1 5539 0.02 44 1111 0.31 633 2.7 X = 17939 X = 234104 1.00 1711 4502 Left to Right Level Wx Hx WxHx Fa V V total VtLRm Area psf Roof 6136 25 153393 0.66 1121 1121 0.18 615 1.8 2nd Floor 6264 12 75171 0.32 549 1670 0.27 633 2.6 1st floor 5539 1 5539 0.02 40 1711 0.01 633 2.7 X = 17939 I = 234104 1.00 1711 4502 1. Controlling V per IRC 16 -56 I t ar cni A c e /pl ®nning Inc. `V 9725 SW Beaverton HiILsdale Hw Suite 210E Beaverton, Oregon 9 -3364 ,I 503 045.7801 rex50.45.7048 rdeoconardluectaarn Anromm lnelAM S Asth a. NCARA eiw.con., heed.m Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis Governing shear force @ brace wall line: VG = 3000 # - Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : • V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT . V= 330 # Hp= 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: I Pu2 Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over 1 ill General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): DLp @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" Hp l iii @ 9' -0" plate heights = 9'/3.5 = 2.57' say 2' -7" @ 10' -0" plate heights = 10'/3.5 = 2.86' say 2' -10" Minimum panel widths in Seismic Zone 4 = (2:1): IPu1 I @ 8' -0" plate heights = 8'/2 = 4' -0" @ 9' -0" plate heights = 9'/2 = 4' -6 "' @ 10' -0" plate heights = 10'/2 = 5' -0" i 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. _ 2. There are additional adjustment factors in Zone 4 that are • not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over I C 0 � t 0 rcllltccrurc /pl®nn Inc. `V 9725 S�V eaavo rton Hillsd Hwy. Suite 210E Beav erton, Ore 97005 -3364 �� . ,e., he 503s.e.7eaa :uv ovuur Arne:van Masts dArdebca SOAPS vary n.srtWaO m • • • Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 7 ssue Date: 6/15/06 Upper Level - Roof Trib. Seismic Vx Wind Vx V G ov. Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Siesmic Force c Lngth Hght Wdth Brg. DL over Load pi Design PNL. Uplift=Pu HD Load HD Notes Width Force psf pit _ pit Wind Shears L H W Area plf Load pif ID Front to Rear V1 307.0 7.5 1.8 560 217 1629 1629 16.0 8.0 _ 8.0 0.0 0 102 WG 102 1 486 486 A V2 307.0 7.5 1.8 560 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A = 614.0 I = 1119 Controlling p= 1.00 Left to Right V3 307.0 20.5 1.8 560 316 6485 6485 15.0 8.0 3.0 300.0 12000 432 WG .432 3 -2664 -2664 A 5 V4 307.0 20.5 1.8 560 316 6485 6485 15.0 8.0 4.5 300.0 12000 432 WG 432 3 -2726 -2726 A 5 = 614.0 = 1119 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. I CO Narcnirecrure,pianning inc. 503 5. 75131 9725 SW Beaverton Nillsdalo N w y . Suito 210E Bea verton . Ore 970053384 Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 7 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Vx Wind Pnl Pni Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DL Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load Pi Uplift=Pu HD Notes Width Force psf pif pif Wind Shears L H W Area over pif Load plf ID HD Load Front to Rear V5 316.0 7.5 2.6 834 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 B V6 316.0 7.5 2.6 834 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 B X = 632.0 X = 1668 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.6 771 525 10245 10245 15.0 9.0 4.5 45.0 1800 683 WG 683 5 5040 5040 E 5 V8 340.0 23.5 2.6 897 525 12347 12347 15.0 9.0 3.5 90.0 _3600 823 WG 823 6 5447 5447 E 3,4,5 X = 632.0 X = 1668 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. K AO orcnirecrureiplonning inc. , • 97 25 SW Beaverton Hi llstlel o rtwy. Suito 210E 8oaverton. Oregon 970053384 1� eoa .eu reel m.sm a nrogeen. ten. Ameriron lnVrerro d Artl4Ltle N^J1aa w+.. On.. thOecteem • y . I• • Client: Oak Street Townhomes . Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 7 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind PnI PnI PnI Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V0 Gov. Lngth Hght Wdth Brg. DL Load pi Design Pnl. ID Uplift =Pu Accum. HD Notes Width Force psf pif pif Wind Shears L H W Area over pif Load pif HD Load Front to Rear V9 316.0 7.5 2.7 854 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 316.0 7.5 2.7 854 501 3757 3757 16.0 8.0 8.0 _ 0.0 0 235 WG 235 1 1550 . 3466 H / = 632.0 Z = 1708 Controlling 1.00 Left to Right V11 292.0 19.5 2.7 789 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11682 M 5 V12 340.0 23.5 2.7 _ 919 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 49018 M /STL 3,4,6 1 = 632.0 I = 1708 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT I ° N arcf htr/pl ®nng `N 9725 S�V ec Beavort e HrIIedoIe Hwy ni Suito 210E Inc. Beaverton, Oregon 97005 -3384 US 503 644 7041 In 503 644.7669 40o410cww0011M corn Amerman In•CWt a *444!e U NCARB �-w w,.rfn4en Shear Panel and Hold Down Schedule • PANEL IBC 2003 and NDS 2001 ed. • PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote " ' ID Value Requirements Staggered Nailing DF #2 Anchor Bolt HF #2B Connection DF #2 DF #2 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" @ 4' -0" o/c 16d @ 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d @ 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" @ 2' -6" o/c 16d © 10" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d @ 3" o/c 5/8" @ 2' - 0" o/c 16d @ 4" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d @ 4" o/c & A34 @ 12" o/c 5/8" @ 1' -6" o/c 16d @ 3" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d @ 8" o/c & A34 @ 6" o/c 5/8" @ 16" o/c 16d @ 5" o/c & A34 @ 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d @ 3.5" o/c & A34 @ 6" o/c 5/8" © 12" o/c 16d @ 6" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d @ 4" o/c & A34 @ 4" o/c 5/8" @ 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2" GWB blkd ea. side 5d @ 4,4,12 16d © 12" o/c 5/8" @ 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 _ 5/8" GWB blkd ea. side _ 5d @ 4,4,12 16d @ 10" o/c 5/8" @ 4' - 0" o/c 16d @ 6" o/c 2 x _ 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end 'A equal strap length min. lap at splices and joints. Provide W. lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end Y: equal strap length min. lap at splices and joints. Provide 'A lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide Y. lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide ''A lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide Y. lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2° edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ 'A" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8° stem wall @'A" from corner. Use STHD14RJ w/ Fir. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 - 16d or (18) 114x3 WS 5/8" or 7/8° x 18" embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8" embedment. Equiv. thd rod wISET' epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8" x 18° embed. AB, SSTB28 AB, 7/8° x 16 5/8" embedment. Equiv. thd rod w/'SET' epoxy at 10" embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8" x 18" embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w /'SET' epoxy at 10° embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8" x 18" embed. AB, SSTB28 AB, 7/8° x 16 5/8" embedment. Equiv. thd rod w /'SET' epoxy at 12" embed. 5,6,7,9 M 11080 HD14A 4 - MB _1 "x30° w/ 3 "x1/4° washer or threaded rod w/ 42" dev.embd. lgth. May be hooked in wall plane. Equiv. thd rod w /SET' epoxy at 18" embed. 5,6,7,9 General Notes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an ' and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2" x 3/16" GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32" = 1/2 °, 7/16° = 3/18" etc. . F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7" ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at alternating sides. See General Note B. 5. Installation into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2° x 1/16" sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. Fnl6 HD 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) v.".r 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. (Sheer Wall Symbol I 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. /"O' t arcPtce /planning I (` ` ` \ D7Y5llSNctur l nc. 1� maw>m, Beaver ®wrao 97005.]]8. .. o�� .,v.nm, m"m,r dn,nvn "wm • • Structural Calculations for: Oak Street :Townhomes : : ..,.. 8875;•SW Street,..9722 ;.- 7. ;- ,� P_i i Project No 10009.04:01 - "Unit 8 :: ri° , . ; � = JUL �, 2006 Issue Date: 06/15/06.. , i Design Criteria /.. ' i 200 CITY i O BuiL• -; to ,IIVlsloN Roof Loads WA ; Co atis - ; - f .. • Wood Shingles .2.00. psf rj DWI E,' 1 ply A.S. felt . '.•0:5O psf Siding 2:00 psf 2x framing & plywood sheathing • .:6 °.00 psf 1 ply A.S. Felt . 0:50 psf Misc.BJor Snow load > 30 PSF . ....1..5U psf %" plywood sheathing :2.00 psf Total Dead Loads 10.00 psf 2x6 framing • 3.00 psf Total Live /Snow Loads 1' 25.00Ipsf %2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous _._ 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf %° underlayment 1.50 psf %° plywood sheathing . 3.00 psf Interior 2x Framing 5.00' psf % GWB • 2.00 psf Miscellaneous 5,511 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf %2° GWB • 2.00 psf Total Live Loads I 40.001psf Miscellaneous am psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I 0.00Ipsf Floor diaphragms: (glued) 3/4° T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 80 Wind Exposure Factor: B Site Elevation assumed: 380 . A�(. /� Ground Snow Load PSF: 30 . �� <e Miscellaneous: V 85 Soil Bearing: 1500 psf assumed 1 • 1, Cool - n Add.Snow Ld.= ((Elev- 380)8/212) +25) PSF 0 ' • Concrete foundations: 3000 -psi mix • LAND, OREGON Concrete Flatwork: 2000 -psi mix (3f Beams and stringers: DF /L #1 or better i Repetitive Joists: DF /L #2 or better ' a ��' Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir #2B or better • . Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: I C ° L t i itccturc /pi®nning Inc. I fil \ `I I X25 SW Beaverton Hllsdale N Suite 210E Beaverton, Oregon 57005.3364 503.044.7061 tax 503 644.7669 3100;303nabda¢mm Numb.= I�tute d Ar 4G NCARB rwrJmnarttie¢ tam THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS. T IS PREPARED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EXECUTION, IN THE EVENT OF AN AMOI GUITYOR DISCREPANCY. t = -.. 1 't! • 15 P6 -35' AVG. HG41 OF PROJECTED ROOF ' P5-30 ' P4-25' p : 19 q ' P3-20' UPPER 4 II I i P2 -15' I; tp B p r'l - '� NAW --- -- _- --- ---_------ ----- -'—" — I _ -Fig ____ _____ - - --- • �� 6-1:1 I I UNIT 8 - FRONT ELEVATION 39' -O • P7 -40' AVG. NW OF PROJECTED ROOF • P6 -35' - - - - - - -- - - -- _ 1— - - - - -- 4 P5-30' E D 0 ' P4-25' 1111111111 'i. P3-20' UPPER 4 H L U P2 -15' 1111111111 o Ira _El 'III ---r- 10WER --- - - - - -- — ' I.' P1 -0' UNIT 8 - BIDE ELEVATION DATA: , ISSUED FOR: JOB I 4 SUBMISSION A PROPOSED PROJECT FOR: � ,� ED i�� � r ®rchitecture /pl ®nning inc. 06-23-06 , 1 1 V DRAWN OY: ens C� ), �', l + ;: , '; OAK STREETTOWNHOMES, LLC ���� n UNRB -6 ' LATERAL FRAMING PUN 8875 SW OAK STREET OM SW RweM HiLdW Hq. m sofawasal A�w: -, m.,mlrp A,umca, ELtVATION9 TIGARD, OR 97223 G pt Sulk 710E fa swseaTe® A'CNi9 SCALE 1NE= 1'0 OF y SHEETS TOTAL � ■ 4 liea'°Imn. Oregon Wros03el . ��� sw�IOULLm. a : • AlMaktik0 s 1. v TYP. A 4 307 SF Ii C � • ! QJ D Q i }, 07 '� r • / c7 \ 11,1 C 1 ., iii �G N h u''( J � -mill P . • 4 1 4 Lo 1. o OD D ) I QoO i r i • 1 \\ A 3 307 SF • I I ' = 1 •L 4k 3A 41t2). AMA 15 TV • 7 -6' 7'-6 L. N .. y. N ' n . O O . M M ,-.—I Cu II II . �¢. >¢ • • UNIT 8 - UPPER FLOOR PLAN - 5 AREA OF UPPER ROOF (ARrf): 615 SF • AREA OF UPPER EXT, WALL (ARw -ex): 190 SF AREA OF .UPPER INTERIOR WALL (ARw -in): 95 SF • DATA ISSUED FOR ISSUE DATE 5 4 SUBMISSION A PROPOSED PROJECT FOR: tiD - �� A f architecture/planning Nr ing inc. XIS NUMBER: 10039.04 os z306 S ‹ � � iv • 1 V � DRAIN BY ' "6S OAK STREET TOWNHOMES, LLC a `�' c 'v a ` r i • / - y :A �� rl5SWServe1- NIldoY I* 1.151.1.6447661 Ame..�m rawrm UNIT S -S 8875 SW OAK STREET S Arma., UTc'RAI FRAMING PUN JJ, •.r ..• Sub2 10E mEa.MU07i h:AR9 UPPER FLOOR TIGARD, OR 97223 ! ' , -, .: '-, ; .,�x . SCALE: war. Tr SHEETS TOTAL OF 1 • N• B°''°I°M1 0.4049 naosaa m�lm.cm,mm. w,w.k,rrurnb¢mr ' • • 0 S L Lk � ©A1 39 14rV711:7117%11:7 T P. • I 'i Ng_ 1 V8 A= 340 SF I!' i CO ` ■ CO co F r CO I I NJ _ N r I I • il Sim - -- �I I, • l .I I ; ii — A 7 278 SF I ' = 1 • Ai.. � kL 15 7' -6' 7' -6' • • N N O� • O O m c, . n D >4 > 4 UNIT 8 - MAIN LEVEL PUN - 8 . AREA OF UPPER FLOOR (A2f1r)I 570 SF AREA OF ROOF OVER (A2rf)I 48 SF AREA OF MAIN EXT. WALL (A2w -ex): 190 SF AREA OF MAIN INTERIOR WALL (A2w -in): 95 SF DATA ISSUED FOR , ISSUE DA 5/27/04 SUBMISSION A PROPOSED PROJECT FOR: �p�,D I®nnin Inc.. AB NUMBER I 1000901 06 -23-06 • ° S,`V' O ®rchitecture/ P 9 In • DRAWN BY. KS OAK STREET TOWNHOMES, LLC n� O vaEL f �j i 4 _`"` UNR 8.8 LATERAL FRAY,NC PLAN 8875 SW OAK STREET 97•25 SW Swwww, HWWW m snw.7ae, arw.ca. Lwatrt d AVaoas MAW � 0°R TIGARD OR 97223 • C ( @ '' SCALE: OR • 0'a 9 j c i , . p se.zt Oa 501644.7464 Aaks SHEETS TOTAL Of i '11" 8mwnuA piya, MS001 'ti m,Qia�mcelaeam mw.hx.Baaam rr • • S'Z iffamik g' TYP. HD , CONT. GRADE BEAM. SEE , = • FOUND. PLAN _ A 1 3 40 SF —__ � v— ". P L= 2.5 PLF STEEL POST. 1 -.._ I.... I II SEE FRMNG. PLAN !. DRAG LINE 1• e l, Go STEEL COL I ! rt II co 01011 I J 1 r. Ir I 1; E .'I f 1.1 _ 111 ' •.„, I; / / I €I I CO ` O _ — 11 : I II CO 1 -1 I, ,1 I I' I I V 11 vraa,ar A= 278 SF PL= 10.5 PLf 1 0.5 MY 7 ' -6' 7' -6 :L. N On f7 n UN IT S LOWER LEVEL / :ND. PLAN - B AREA OF LOWER FLOOR (Alflr): 519 SF AREA OF LOWER ROOF (Alrf): 100 SF AREA OF LOWER EXT. WALL (Alw -ex): 173 SF AREA OF LOWER INTERIOR WALL (Alw-in): 87 SF DATA ISSUED FOR: A PROPOSED PROJECT FOR: 2., architecture /planning inc. ISSUE DATE: 5127/04 5127/04 SUBMISSION �t 4� QD ! i C O N JOBNUMEER• 1000501 06-23-06 ' MS •, I . � DRAWN BY. S OAK K STREET TOWNHOMES, LLC ► � •.,� UNTS.8 8875 SW OAK STREET 9725SY/ B- mm � Beaverton ,d W 5037u, 4 .,,: 'I'"3r. , :Nal, LATERAL FRAMING PLAN , . * Stale 213E t 503 644 MN ,HCS .4 LOWER FLOOR TIGARD, OR 97223 9 SCALE: 3737 • Td '' OF T Beaverton O•egm 570062161 eeagao.weamn MVW :von, yt.t.9orl.car SHEETS TOTAL g 2 ' s• I` IA MI — ------- .– . . 4 ••• 9 147 9 ; CP M ul, Il c 77 : '[;.iii -1 it.sd A < XI 1 - -..!----?,!---- mi , 1 „IV a a 4 ti'D d AI i 4t4. – ft' 4 a z , o fil . I- >. z - of zl 2 9 a. z (1) tt a I –.---. 11 14 1 . ) 11 - • A — — 4k a Ak – ( V a ° _. ‘ • ° .,,---- T 74V k j 1 • . ttik I , , , ,,, a It it it ,—... 2-0 . 97a ;PI M r 0- 0 r.- g> Cid) L.< i ....... _.. ....! 'I' J r.- ,Ik,-vagia--'• it l ?I ',.1 .qff ;:/.W,.-: -11 iiii,q1!;,04 r 1 HIM” iiI9 t ift 111941;!IiI;; 1!,,3,,tt(k p L . I, I iii a g ft Ihtiiijs .1 '. ."-Ii*ill 11 MIRE - - • -A spAXt n _. 1 a•' kt ritill I !il IF2 I, r iigf §',4, i . ,.. Nilr :') 1;411, .1. ::::!;!...0.1 7.4 12.11 '; c lei + ' 14, .— li -- : : Ilig Fil In, .. , 1•11; . 1 _l_11K_A 1 !a I _... i• 1 4' ' 6 .1e 3 : ,'"- • iiiiiii iity ..-11I • I i& Pi w. 0 -- , .t. - , ,_ •-. ,:. isi oloi .=.,-- i"113" l'• :ligkl, R4' i; 11S'R I i ! IP • 11 I ', !iigr' . ggg;go gr;' 'g -§ ,g % Iii ;II I , 445 Y.1 'I ghr 1 ri:1`1 I nritY1' !! at 1 , , 1 i:i PO . , ' : - ILL' 111 iii I 0 - ! I L i i ! 1 IIIII 1 t qdfi . . OD ft ;I 1 I 1 1 : 1 ii is §s i _._ 1 7 a 'Cr – q __i_ ,.1 1 li 0 •• 1 : ... ' 14 , R-I-Fi. ',.E.rr ,ii 1 mum . fi, G 1 I .--- N 1 t■ \ , ---4 .=-- — A < ti — Alt■ = “ .: r. At.. •_._ - r, q 1 1 gl ; I 11 1 1 1 gi g I 0 i ci 1 il 0 1 F WI 4 T : 1 FA u : 2 ; 2 2 --I ' ID . ' arcnitccturci tannin . l_ 0 i AC- t AG 1 1C9N P g ' i ' Cr) ; i g I e ! A Proposed Project fa ..- ....:. , 1 ; —• .?: 0 =. 1 a I 1 , gipl, Oak Street Townhomes, LLC : • `:: 21. i 151; a CD Arq • [ " lir 8875 SW Oak Street : –, I ' • r- vp • . ---"-- — --- . g. I Tigard, OR 97223 ' '1 IP , . . ,:R -m .�._.. __ i l � l � r El: � • • 5 MAIM - CaNmtvta ; m .. K . e.,. r 111 OettlAt Motiooee,. >�na foraumn on= w. ...... }a ' i 1 . . m.. .. "�.... ( ram MAT EF: • FIR AT, .. �¢ wO i rr 7Mi .�i4'.� n –" Q 1 �. TIP ���"��'IRdt "�` J ; '. � I�� .. =. n ■ - ' ge raioril e � . �I� '. ��" .. I ` ;I I� z . N Y j!PJ 1 - -I 0 1 it i . s g k • _ = . t I,; I v' 4 ' �I ' I p- �. .�.e !D 1 ■�� - L... 4.'INIMPI J • �t�t�: -- u u ..... . w. -m.v p O !jam - o. 0 R pal i i I 11 ...... tulip -od \.,.. ! D �I �,�. o — n.ruw v � jal� a . I 1 it _ _ L . I I t m — ▪ IOIl�LSTON: ,.... .. 0........ �� '' .., p 1 >( �� i ► L ' II' G111 • : 0 0 =t e,+eA. mamma V DRAG erne � , _ tl -- —. _ r r•'•••. > ° ^•:: ter -- _ m_. z356 YAW* •••e. m 0,,..,,,.,,,......, 0... m�....... „ = o : :' j .... — I i■ OT+p.rx ewtngmAU.PAgea, � ��n ^ � ^ :• . � y � — �...... j � I �j' :„..,..r.:::- foil. :I Mil P "i ; l .• " -� � � y � y �� I.t _mo rt._ - )` I #� a 0 1- �. - :::,===.=:!:.,===.1== , , ME ! $ P11 m . d =J. � il_'•li Ali .. i Cl m w. �� ....cot I I I� � i S III I I ig a CO n H P. SKr v--� �J _ II l y: � sw� w .. — a � X ugg. m pr. _ run -SIR ' � p ap:. � ppp ..mow..- ...., � � m�. �� .a nlrr.ro..oa.. n. .._ w.. = 2 ■ OW Er .....- ww_ ....r d.mr_ m.LLm�.�..., °I�a�'•,pyl • _�' _.n ...uer • . ■ 1 1 )M ...r � r V ... • i �� �.� ® D RQ .� i, 1 .... �El i� x!11 [ � �� - Vn �� a� �Yi 1. - . ." ruoa ' ® ,a.,..N.i.a ®.mutxak t • r 1 1 l�_ Wilt I° I I � I ..:54 ;^ � � '� ^ .r ea.+namm esla. We Ia�:I pl r 'd 1, id - - • M1 * � i� tt � I, 1 1 � .1. tirlav .�I.A� ® tom a':m m'a -...° :.. o. ... . . .. ,- crc>.�ra.rM•.a.v .'° ._..e I'L.C� — �� I t — ° 4.1.1 _PALArena aa0AIMS w O TTWCI1. MO OWN CEGIl d I.b .��c� _ NOTE. ALL DETAILS APPLY AS REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IP NOT FLAGGE ALL DETAILS N.T.B. UNLESS NOTED OTHERWISE DEMO oe ..a • PRELIMINARY S5.06 NOT VON Q UNorwuu1 ION v 1141111,014 Lateral Analysis - Wind Calculations • IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 8 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent= 80 I = 1 Exp= B Cq= 1.3 Qs= 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs I PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0'- 15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' • P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = i 6.6 25' - 30 P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= - 5.50 13.6 = 75 plf P1= 5.50. 13.6 = 75 plf P2= . 0.00 14.7 = 0 plf P2= • 0.00 • 14.7 = 0 plf P3= _ .. 0.00 15.8 = 0 plf P3= 0.00. • ' 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= : 0.00 16.6 = 0 plf P5= 0.00 ' 18.4 = 0 plf P5= " 0.00 18.4 = 0 plf P6= • 0.00 : 20.8 = 0 plf P6= 0:00: ' 20.8 = 0 plf P7= ' .. 0.00 22.8 = 0 plf P7= 0.00•.,: 22.8 = Q plf H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2 +FR -V1= 501 plf LR- V3 +LR- V2 +LR -V1= 600 plf Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 10.00 13.6 = 136 plf P1= 10.00 13.6 = 136 plf P2= 5.00 14.7 = 73 plf P2= .:5.00 14.7 = 73 plf P3= 0.00 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= • 0.00 16.6 = 0 plf P4= 0.00 16.6 = 0 pff P5= • . 0.00 - . . 18.4 = 0 plf P5= • 0.00.: 18.4 = 0 plf P6= 0.00 20.8 = 0 plf P6= ;' 0.00 - 20.8 = 0 plf P7= 0.00 22.8 = Q plf P7= 0 :00: 22.8 = 0 plf H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 plf LR- V3 +LR -V2= 525 plf Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00 13.6 = 0 plf P1= • 0.00 13.6 = 0 plf P2= 0.00 : 14.7 = 0 plf P2= . D.00' • 14.7 = 0 plf P3= 5.00. 15.8 = 79 plf P3= . ..5.00 15.8 = 79 plf P4= 5.00.. 16.6 = 83 Of 1 ' 5.00 • 16.6 = 83 pif P5= 3.00 18.4 = 55 plf P5= .5.00'... 18.4 = 92 plf P6= . 0.00 20.8 = 0 plf P6= 3.00' 20.8 = 62 plf P7= 0.00. . 22.8 = 0 plf P7= ' 0.00 22.8 = 0 plf . H= 13.00 FR -V3 = 217 plf H= 18.00 LR -V3 = 316 plf Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear • Height . 33.00 + Width 15.00- Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38.00 + Width 1 39.00 : Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY IC ° I r ®r c >litecrure /pt®nntng inc. t y 9 725 SW Beara H Hstlale Hw Sidle 210E „ Bea�enon. Oregon 97005.9964 501848 7881 ha 503 11.14.7809 815C50181.<mn Amman Instaule al A f WARD w.378808381060em . • Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 8 Issue Date: 6/15/06 • Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = , . 615.00 sf Site Class D:.:: HR„ = 25.00. Floor = 10.00 psf ARw -ex = .. 490.00 sf S . 77.1 . H2flr = •12.00 Exterior wall = 10.00 psf ARw -in = . 95.00 sf S ..39.3 , H2rf = .11..00 Interior walls/partitions = 5.00 psf A2flr = 570.00 sf F . ,1 .00 H1flr = , 1.00 Elevated Concrete Floor = 0.00 psf A2rf = 48.00 sf F„ = 1.60 Left to Right A2w-ex = 190.00 sf RFR = 6.5 HR„ = 25.00 A2w -in = . 95.00 sf RLR = 6.5 H2flr = 12.00 A1flr = 519.00 sf S = 0.771 H2rf = 11.00 Al rf = 100.00 sf S = 0.629 H1flr = 1.00 Alw-ex = -::. 173.00. sf S 10.52 A1w -in = 87.00Isf SDI 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 190.00 sf X 10.00 psf = 1900 # Area of upper interior wall (ARw -in)= 95.00 sf X 5.00 psf = 475 # Mass of Upper Roof (MUr) = 8525 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 570.00 sf X 10.00 psf = 5700 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 190.00 sf X 10.00 psf = 1900 # Area of lower interior wall (A2w -in) = 95.00 sf X 5.00 psf = 475 # Mass of 2nd Floor (M2f) = 8555 # Area of 1st floor & walls Area of 1st floor (Alflr) = 519.00 sf X 10.00 psf = 5190 # Area of lowest roof or elev. conc slabs(A1 rf) = 100.00 sf X 10.00 psf = 1000 # Area of lowest exterior wall (Alw -ex) = 173.00 sf X 10.00 psf = 1730 # Area of lowest interior wall (Al w -in) = 87.00 sf X 5.00 psf = 435 # Mass of 1st Floor (M1f) = 8355 # Total Mass (TM) = 25435 )3ase shear Front to Rear Left to Right V = (( * Sos) /RFR)W = 0.095 W V = ((1.2 *Sos) /R = 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFRNy Area psf Roof 6089 25 152232 0.66 1139 1139 0.19 615 1.9 2nd Floor 6111 12 73329 0.32 549 1688 0.28 618 2.7 1st floor 5968 1 . 5966 0.03 4.5 1733 0.29 619 2.8 I = 18168 I = 231529 1.00 1733. 4560 Left to Right Level Wx Hx WxHx Fa V V total VtuRfw. Area psf Roof 6089 25 152232 0.66 1139 1139 0.19 615 1.9 2nd Floor 6111 12 73329 0.32 549 1688 0.28 618 2.7 1st floor 5968 1 5968 0.03 45 1733 0.01 619 2.8 I = 18168 I = 231529 1.00 1733 4560 1. Controlling V per IRC 16 -56 I C0 r 01 - 0 5 1t e cture�pllgnning inc. l V 9725 SW 6eavorton Hi4stlele Hw S rite 210E Beavertor>, Oregon 87005 -3354 III w3644.7601 tax 5m.C147aea meacemera,mamr. American 611111164 of Ad11IR1 NCARD e- 1,.1car- T1WeCca. Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis Governing shear force @ brace wall line: V = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V = 330 # Hp = 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: I Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload I Pu2 I Type G (Simpson PAHD42 wood to conc.) = 2945# allowable I over 011 • General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): DLp @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" Hp Il . @ 9' -0" plate heights = 9'/3.5 = 2.57' say 2' -7° @10 plate heights = 10'/3.5 = 2.86' say 2' -10° Minimum panel widths In Seismic Zone 4 = (2:1): IPu1 I @ 8' -0" plate heights = 872 = 4' -0" 4 @ 9' -0" plate heights = 9'/2 = 4' -6'" • @ 10' -0" plate heights = 1072 = 5' -0" KM 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over � �0 L r ®rchirccrure /pl ®nntng inc. `y 9725 SW Boawnen Hillsdale Hwy Suite 21 , Beaverton, 02 gon 87005.9384 soa.a4 n.aoa.a4aeeo uamm n wanre or NNaepa NCMa WW bamm • • Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 8 ssue Date: 6/15/06 Upper Level - Roof Trib. Seismic Vx V Wind v Pnl • Pnl PnI Trib. Phi F pc :ii.30easdigpnif, Brace Line Trib. Area Siesmic Force x V° Lngth Hg Wdth 'Brg. DL over Load Width Force psf Wind Shears Pit pit • L H W Area . pli ID Front to Rear V1 I 307.0 8.5 1.9 569 217 1846 1846 16.0 8.0 8.0 0.0 I 0 115 WG 115 1: I 595 595 V2 30.0 7.5 1.9 569 217 1629 1629 16,0 8.0 • 8.0 0,0 0 102 WG 102 1 486 486 : X = 614.0 1137 Controlling p= 1.00 Left to Right V3 107 20.5 1.9 569 316 6485 6485 15.0 8.0 25 300.0 12000 432 WG 432 3 -2644 -2644 A V4 3070 20. 569 316 6485 6485 15:0 8.0 4.5 300.0 12000 432 WG 432 3 - 2726 - 2726 A = 614.0 = 1137 Controlling p 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. it.nKiorcpirecture/plannin inc. Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.01 - Unit 8 IBC Section 1617.1 Issue Date: 6/15/06 Simplified Seismic Analysis Main Level - Floor • Brace Line Trib. Area TF ib. 3eismt S( Vx Wind Pnl,.. Pnl . Pnl, Trlb Pnl 1 -Vx VG Gov. • Width F orce psf esmic Force DL est II 'c- c i.. ; '' ;;:- : s of Wind. Shears Lngth• light .Wdth :.Br9• Load p� P 9n 'PM • , U Accu' m .. i .:; ;. pit L H . ` W Area over - pif Load plf . ID pllft=Pu; ; ;`:H Notes;` Front to Rear ,, V5 309.0 '7.5 2.7 844 426 3197 3197 16.0 9.0 • 8.0 0.0 0 200 WG 200 '. 1 1429 2024 ' V6 309.0 7.5 844 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1916 }B\ X= 618.0 I= 1688 Controlling p= 1.00 Left to Right V7 278:0 19.5 2.7 759 525 10245 10245 15.0 9.0 2.5 45.0 1800 683 WG 683 5 5132 5132 ;.:E -;. - : ':5 V8 340.0 23.5 2.7 929 525 12347 12347 15.0 9.0 3.5 90.0 3600 823 WG 823 6 5447 5447 ', E. ` • 3,4,5 Z = 618.0 1 = 1688 Controlling p = 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3.4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. • icoN orcpI LF ,_crure i p t einnin g inc. • da n 9700 Hwy. 5.336 Sul to 4 0E „ Beaverton• Orego ' 603 644 Tai fo. 503 Nro®konmt0eelcom mence An In lub of Architects NCARB n•..... kmarchRectcem Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 • Proj. No. 10009.04.01 - Unit 8 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind PnI Pnl PnI Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Br DL Load Design Accum. Width Force psf Wind Shears 9 9 9 over p� Load plf Pnl. ID Uplift =Pu HD Load HD Notes pif pif L H W Area pif Front to Rear V9 309.0 7.5 2.8 865 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3574 H V10 309.0 7.5 2.8 865 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H I = 618.0 I = 1730 Controlling 1.00 Left to Right V11 278.0 19.5 2.8 778 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11774 M 5 V12 340.0 23.5 2.8 _ 952 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 49018 M /STL 3,4,6 I = 618.0 I = 1730 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT 1 ' r tar cnr,pllrning I `V 9725 SW ltecru Bonvorton e HiIIstlale Hw n Suite 210E nc. Beaverton. Oregon 97005 -3360 IS 50364.7661 In 503644 .7684 nrncea..thwcl corn Nnarean Ina6Wlaat Ma.meu NCARB --w ewrd..I corn • Shear Panel and Hold Down Schedule • PANEL IBC 2003 and NDS 2001 ed. ' PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote - ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF #2B Connection DF#2 DF #2 - 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" @ 4' -0" o/c 16d @ 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d @ 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" @ 2' -6" o/c 16d © 10" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d © 2,2,12 16d © 3" o/c 5/8" @ 2' -0" o/c 16d © 4" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d @ 4" o/c & A34 @ 12" o/c 5/8" © 1' -6" o/c 16d @ 3" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d @ 8" o/c & A34 @ 6" o/c 5/8" © 16" o/c 16d @ 5" o/c & A34 @ 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d © 3.5" o/c & A34 @ 6" o/c 5/8" © 12" o/c 16d @ 6" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d @ 4" o/c & A34 @ 4" o/c 5/8" © 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2' GWB blkd ea. side 5d @ 4,4,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 5/8" GWB blkd ea. side 5d @ 4,4,12 16d tp`�, 10" o/c _ 5/8" (')a. 4' -0" o/c 16d @ 6" o/c 2 x _ 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 -8d each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 -16d each end '/ equal strap length min. lap at splices and joints. Provide ''A lap length for continuous straps. 8 B 3140 MST 27 15 -16d each end 'A equal strap length min. lap at splices and joints. Provide ''A lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end Y7 equal strap length minimum lap at splices and joints. Provide 'A lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end Yz equal strap length minimum lap at splices and joints. Provide 'A lap length for continuous straps. .. 4,6,8 E 6420 MST60 28 - 16d each end Y7 equal strap length minimum lap at splices and joints. Provide 'A lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2" edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 -16d or 3 -1/2" MB Installation in 8" stem wall @ 8" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ Yz from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 -1/2" MB Installation in 8" stem wall @ Y' from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1 /4x3 WS 5/8' or 7/8" x 18° embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8" embedment. Equiv. thd rod wPSET' epoxy at 8° embed. 5,6,9 J1 7175 HDQB - SDS3 (20) SDS1 /4X3 7/8" x 18° embed. AB, SSTB28 AB, 7/8' x 16 5/8' embedment. Equiv. thd rod w /SET' epoxy at 10° embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8° x 18° embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod wfSET epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8° x 18° embed. AB, SSTB28 AB, 7/8° x 16 5/8" embedment. Equiv. thd rod w /SET' epoxy at 12° embed. 5,6,7,9 M 11080 HD14A 4 - MB 1 "x30" w/ 3 "x1/4" washer or threaded rod w/ 42" dev.embd. lgth. May be hooked in wall plane. _ Equiv. thd rod wPSET epoxy at 18" embed. 5,6,7,9 General Notes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8° A.B. as noted & 2" x 2" x 3/16" GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels Indicated are listed in nominal thickness i.e., 15/32" = 1/2 ", 7/16" = 3/18" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7° ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted If panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at alternating sides. See General Note B. 5. Installation into an 8' foundation wall required, min. 2500 PSI concrete anchor bolts to have 2" x 1/16" sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. PM6MD 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4 d member thickness.) - P.1•1 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. P914 MD ( Shear Wall Symbol 9. Installation with adhesives requires certified inspection. P• ^•r Additional notes may appear on the Shear Wall Layout sheet. ( Shear Wall Symbol I I C 0 N arcllitccturc,pnj n 9775 SW Bww nen O n le 1wy S u"r nin t0ic. E �� 803 w roe, Beavers wre a 97005 - 559• ha 6173 Am..in.M.0 MIMI. NG. ".aNw.er.samn Structural Calculations for: Oak Street :Townhomes - - / s . - . _ .. ':8875 :SW Oak .Street;' 97223: :: -- , ` c=_ �� .;—, /, �:� �� - „_i) JUL ' u 2006 Project No: 10009.04.01 == :Unit 9 • _, , Issue Date: 06/15/06 's:„, l. , , 0 2006 CITY f,/ 1 2-ARD BUILDI ` VISION Design CriteriaC; T y c , - Roof Loads IiiiiI 6SasC∎ViZiON Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0:50 psf Siding - •;.2:00 psf 2x framing &'/2" plywood sheathing . - 6.00 psf 1 ply A.S. Felt .a psf Misc.&/or Snow load > 30 PSF 1.50 psf %2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3:00 psf Total Live /Snow Loads I 25.00Ipsf 1 /z" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous .. = - psf Floor Loads Total Ext. Wall Loads 10.25 psf %2" underlayment - 1.50 psf 3 /e plywood sheathing 3.00 psf Interior 2x Framing 5:00 psf %2" GWB : 2.00 psf Miscellaneous .5.50 psf 2x4 framing ,. 1.00 psf Total Dead Loads 15.00 psf %2" GWB 2.00 psf Total Live Loads I 40.00Ipsf Miscellaneous 0 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I 0.00Ipsf Floor diaphragms: (glued) 3/4" T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80 Wind Exposure Factor: B %i� AR Site Elevation assumed: 380' � � Ground Snow Load PSF: 30 • I . 5 � .iz Miscellaneous: Soil Bearing: 1500 psf assumed �' y . Add.Snow Ld. =((Elegy- 3so)wo12)+25) PSF 0 Concrete foundations: 3000 -psi mix • OREGON - • Concrete Flatwork: 2000 -psi mix O Beams and stringers: DF /L #1 or better Repetitive Joists: DF /L #2 or better ' OF O ' Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates © FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: I ®rcl , irecrurc /pl ®nn il , g ifC. 9725 SW Beaverton HOIsd4e Hwy S uite 210E Beaverton, Oregon 97005 - 1 ■ 603.6u.7061 m 003.OM.7660 Woe'Irmaidt000t o • Nmr1 n 0 w 01•413.5.05 NCAR6 r+o.lonlnvu7QIDm THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS. IT IS PREPARED SOLaY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL PRIOR TO EXECUTION, IN THE EVENT OF AN AMBIGUITY CR DISCREPANCY. _7i 104 • I Is'-0• P6 -35' I �_ AVC. HGHf OF PROJECTED ROOF - -- ila 4 P5 -30' i . • �a7.7 t P4-25' i R ! Q • P3 -20' O i i "P2 -15' — i ®�I m 4 IDTYER I • UNIT 9 - FRONT ELEVATION • P7 -40' AVO. FIGHT OF PROJECTED ROOF q P6-35' --- ---- ---- -- • q P5-30' Il] 1:, '' P41-25' • III II . 0 1 `' . P3-20' m • • ill P2 - . • IIIIIIII i . ...._ - -- ---- - - - - -- ' ---------- - - - - 4 P -0' • UNIT 9 - SIDE ELEVATION • hafam DATA: ISSUED FOR ���� Hu1�ER I tTAw H SUBMISSION A PROPOSED PROJECT FOR: �� 1 JDB �o l� r ®rchitecture /pl ®nning inc. f009J 06 -23-06 �c� 1 • 1 V DRAWN BY: 16S OAK STREET TOWNHOMES, LLC ems ° a,i I _ .,,„..,.:,:z: I U A H TER A BFRANI:G PIAH EIEVA 8875 SW OAK STREET 0., , /. • inssw -...4. HibablM,., ,d 503.644.7161 l Ann -h...v. c : c ODNS TIGARD, OR 97223 , 1' Z' sCAIE: fns• -1'� '�7�' r VIP hex 503.1144.7660 Ni.AlY,, anau > �. S HEETS TOTAL , 1� �f 1 � a°1° Qe7°' R7C6� m�,ro,�wewtmv nnahonamBoac r -. {{ II l''1" ® VC I V Tw. V 4 I A. 307 SF is I' � • r I A I .., N I .. i !a il r im Ite i■ i/ i -O / I I °D D , rl co N Iii \ I L :, •�_ A 3 307 SF •= 1 • AL 3A e . 15 1$' 7 -6' 7' -6 Li 4 N y N. n O p M f e• w > II \\ II /Q • UNIT 9 - UPPER FLOOR PLAN - 81 AREA OF UPPER ROOF (ARrf): 615 SF AREA OF UPPER EXT. WALL (ARw -ex): 195 SF AREA OF UPPER INTERIOR WALL (ARw -in): 98 SF • DATA: ISSUED FOR ISSUE DATE 501 /01 JOB NU SUBMISSION A PROPOSED PROJECT FOR: � g@,D 1C0 A f ®rchitectuFe /pl ®nning inc.. BER: , I 11:013.04 Q�Z C � � / � � 111 11 1 V �.•� DRAWN BY: Aus uN OAK STREET TOWNHOMES, LLC a1 p y ;l RB 8875 SW OAK STREET emswe.�m• tea* lwr. msm.w7aa, Amwtan nv3u LATERAL F17AN@,IG PLAN FLOOR MT OR 97223 . , '� ha 150.3.644.76199 NA SCALE m • TO p E'+ . €�i SHEETS TOTAL Q • � 0••••IMO . MC520 a a= +rvJrLnErrA .aimm 'cF. f?■ s l pp ©ANA TYP. I �I V A 10 - A= 340 SF co t J CO 00 ig J • co 1 I in —� N I YIMI• r ■ I Is u�� las io I i co co I to., I. .•, :�.a, ; - ��' A 7 292 SF ; -.11111111111 • 15 IV 7 ' -6' 7' -6' N N ..O M m \\ II II • • > >Q UNIT 9 - MAIN LEVEL PLAN - $1 _ . AREA OF UPPER FLOOR (A2flr): 585 SF • AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT, WALL (A2w -ex): 195 SF AREA OF MAIN INTERIOR WALL (A2w -in): 98 SF • • • DATA ISSUED FOR ISSUE ATE I �� A PROPOSED PROJECT FOR: ��RED ��� ®rchitecture /pl ®nning inc I SUBMISSION JDSNU&0 I 10099D4 06.23.06 1 , • DaAS wa OAK STREET TOWNHOMES, LLC `��°" �� "" ` `i P` {~" UNIT B• 61 uTEtouEl+avNC 8875 SW OAK STREET /� / " � fT al 9:13 A� r i f a R ""P' � 0pi TIGARD, OR 97223 smeroE SCALE: F• Yi? • 1'd 9 Ic 593 SWIM ® Ar-Me . � =` w.. _ SHEETS TOTAL � ' � O n. WO¢S�W I :� tr' . ' • g . z ifta AMAX • g %/17%1171117 TYP. HD . .... • ' CONT. GRADE I i , BEAM, SEE • FOUND. PLAN F i = 1 _ SF_ — - .7Z.C. ----. - - - _..,.. .7-, L. 2.5 PLF ' .7* 1.1 -..........------ 3 STEEL POST, F" 1 2 li SEE FRMNG. PLAN 11 f DRAG INE TO ; co 1 . 1 E'! EL COL. 0 .--1 31 I lo r., I , I .t I! •i 4;': 11 . , r • 1 • -, 0-. -- . ft! LI W HI 1 A I. - C° 1 71 1:k U S l 00 10 - CM I 1 00 1 III _i s „ ... --,2 c.z, . ;I ,9 A 292 SF -,-,,1 — ?.....,.... — ,..........•,. = L=4 ..... ...... ..... 4gig (P L= 11 10.5 PLF I ■0 . --- L---i .alkk .ALL■ At. Allk 10.5 %V T-6" r 11 11 FI 7: ›. >4 UNIT 9 LOWER LEVEL :ND. PLAN - 81 AREA OF LOWER FLOOR (Alflr): 519 SF • AREA OF LOWER ROOF (Alrf): 114 SF AREA OF LOWER EXT. WALL (Alw-ex): 173 SF AREA OF LOWER INTERIOR WALL (Alw-in): 87 SF DATA: ISSUED FOR: architecture/planning inc. 14° ' ' 4' 1C°N ISSUE DATE: 507 /04 A PROPOSED PROJECT FOR: SUBMISSION JOB NUMBER: 19O4 06-23-06 C. —4 .. uc,. al, ... • A BRA M WN BY: S OAK STREET TOWNHOMES, LLC . UNIT 9 -B1 8875 SW OAK STREET `f VI " 9725 SW Bmwerton Iidsdie Hay 611503 664 7661 LATERAL FRAMNG PLAN bn 503 644 7e66 NCAF9E1 LOWER FLOOR TIGARD, OR 97223 • IA, ) SCALE: 307 . TO OF 1 ' 4 N' Eleavertm Oream 971:053364 Mneurarchloctarn 6 .66, ium,,,,,2,1.., SHEETS TOTAL , . . , . . P 1 gL ch.n..)..v.a , L Lk Lk Eh g ■Cli /21 AM LEa X.L.1:1 AMAMI g Lai /131■1121i ollk g L Ank /101 AM 40k ,L '4 N7 `4 '4 N7 'a' "EFW '4 NVP '1=W- '1'W '4 NOV , 4 , 'Z' -- WWIL , "4 Nr NV , i g . 111111 .4‘.. i 1111 V • ! ! V • I ! r NI 1 ..__ I ! NI I ' V • I :c ...,:e.A -', # - •.' A # -- 7:a- - .7.: "..- Fp 6 1 , ' a i I ill II ' -‘j I 1 I 1 44° - E' '4° ::' ,,•_,N:: 4° . l' 1 4° . 1' \(-, 4° , lipil -1$• . . .1 i I ,1,111 ,..,, .,, ,... , ,,:...:. Hi liiiiii _, i • l'.. It ,...._., .,..., ..,, .,.: :1 1 ._1 Ile I = I 1 ,, i 1 , . _. B E 1 1 .4 ,, • ,_,, , . i . . . . , ‘ _ 1(1 A '— - Aiiiik : -f !!;' i - -- 3A ; pi :(i i .,.. ,;..: Ii i r i !. \ 1--- - i,CT • 4, 1 1 'al ' I ---_,... .. 'A-AIRT, ....... G. r A 1 „ , c „, ‘:.: 1_,Iiiiiv.-i /. 1 \ 41° FroucHs-i-oNE I --71' _.... ..„,.t...„...s .--.1-00---! 1 , ..,,,.. 15 • .161L ". LEI . *4111 I i 4 ./tL Il'■ oak .41 Agt■ .E.1 2 VN I? I - MAIN LEVEL PLAN . el LW 6 • MAIN LEVEL PLAN • DI UNIT 6 • MAIN LEVEL PLAN • 81 Ali 1 • UPPER FLOOR PLAN • EH UNIT 5 - UPPER FLOOR PLAN • 151 UNIT 9 • UPPER FLOOR PLAN • 81 —i c ui .2 a) 13 .., t E g 04 0 o gn f-1.' F T .o , 0, g e , /Ugh C Z &Abaft g g ATIALEIT AM EL C CO . ‘' 'D m ' . - lo - 1" ''.. V 0 ,St ce".' AdktL " Ron FLAT fo , cr___H ! MI GM F0.16 NA ID 0 • - • A g 76 V 2 ' 811.1.1Fq 1° ........ ! ,... 4 i''''' q . um: gc 0 - ) - • i ! - '... - ° pi i : - :E,: GRA : A.u. ExIERCR b.EADOG TO BE ABA RATED REGDENUAL TALL TTMG Vcr..E.T AT YEAR PANELS DR BOWER IDER SMALL CCHGLT -Y . co 1A : : :, TT E YEAR SDAECTLLE FPO PANEL VITE. OAR FRE RATED i 0 T. :,.....:1 TIT;1 I _ : I 1 5TEATI.G.G TS RECOMD SlY TO C VENSGLASS GOLD EREGUARD. I !;- •-; I I:: 1., . Moe x GRATuNG SMALL E USED ROVE TO AREA SEPARATUDC UR SWEET ACR VOTE PBCRI 11 - i! : li 4 :I tl r .: : DE ;I r _ ...._ ___ _ _ ' I FRAMING LEGEND I ° - 1.4 . - " .:..1E.T.I71 -- _._1•17 ••• Shear Panel and Hold Don Schedule ............. -.44...„, . - .11 IL 4. z — ITRRAc..IFOR c-AT .#241 c•••#1.-RRTT• . - -L-i-#. . — '''',' - :.is-..--! 1:.'• I: - ' " TR 5363.11.■ . • I L51.1&01.19. I 111 p 14 iii 41- _. : SulonSSXR 4 ..:I • ,_. ' , . , .,..L '-'°,„,...°:'',.7 'd ,::riTt.::', .., ...: "M' . NMINPIIMA0/0 %On MI1 ar615.171.1_1 i 07.17.03 . 7 , ''' -- - • 1 .. ■ - --- - Wiirit. -e ., ' 1-i-Siii:It• 7 ii..7 5 • P••1, _i___. - •••,1,2,1 °,.• :I* • 1.11: ''' .:47•1 " ' ' .1"..i ., 4; -7 • : `Pte.: - - - - " "..'".- ;:= I _• _:_q• _IP0'.,•• •■• - . • /43-4-_-.1 T2C./.1= Ye 1 ..f, r •• : ty• 1-rp - _!....., ._. I Ak.-1 I "H - r•:1Z:1 —:■:./.$= E:t• eS — : = _____tra I AI. At■ A.gli At. At. ALI ..t. At& At. AEI 10 5 717 10 5 "Er I - ,...,11-:--M--._,..,,,a1_,IL • 31,2,0 WMS-.3.EITL.,, • • I_ OP-- gr ''''' I DAM I MO OM MUM =1:=P1 .16•• •■ S__,_ ■.7.1.. •• •01C,13 r■F•C4 KAM' --1-1.-/ 47 •P _ N_M •L•1•• ,L- 1511 DULL It/500 I ATT.A.AAA Imam. i a [men - ' ÷i_,_ .1.7 .. Lnfl ,..t ...7::::::,::::i 41- li APPbeff0 •2517 IWO 40.11. I - . - .1 •,7 VT ...^.___,..,,.. ........?-t ,zir.,:cf I 1... . ....-74....................... • T. APF.NED IC. 0.07.■401 UNIT I LOWER EvEL / ma PLAN • 81 UNIT 6 LOWER LEVEL / FND PLAN - E51 UNIT SLOWER LEVEL / FND. PLAN • 81 ''' • 1 r.....-r.:zr::::--u7-:::::::::=.-rP.„:71".------- -- FWD CZ•lre 1 2== • M.. .41.0 COM LATERAL AUVRAN 8•07 57..AL UNITS I. 5 I 9 LATERAL FRAMING PLAN — i E. - 77,.ii,...7 T....71: .4 -:::::, Ta "T.: -- , . - — mzi MIL• 0 WW1 1%.5 NOTES ( PRELIMINARY : ra-- -=7 ---r-z=7.7.-.0 • • S1 051 NOICM151.40.0 nObrf •1.24•1•04 NOT FOR CONSTRUCTION ) 1 FL:61.7.7...--3•71.7.4--r.':-="tt- IA W � ��, I !l t ��p x � ? a a l i as I i. —i.. a ! 1 0 ! '16�i 5.iti ,a 8 I ra I go I � i17_- l I�/ 111 i1 ° 1I l'' ; Ii , s yr� � ! 11 ! ' ?illicit. °,: 11:11 i, . t 1 011; It'; ;i 1 , 1 ;hip : Eg aliilii4I,1; ,11i ` ! Wi _ s vi ° , Iiii ! ! g 1 i IE 1 . , + , Z 1 _ li .t 1 1 1 a!'!�9 fat J Il . i 1 1It119 t al i ; °I 1 I ! -' = 1 !i 1 0 1 11 1 :I r ° a , 1 le a ! ! d; 111 t F a; ! ! d�� ; `i 11 1 11 !'i �' Ili a i II 1: , bi „ '. � , �l�_ 9 i -_ ►�' . ' E'� i; :41,11 1 is r I- � r d 1 1 ' -I �V! ° D r e 1 ;14; 1 . -- , ' O � :r- - ° 1 ! . m I t t. I111 p rU r is 3 - f j 1 j l° :idd+ 1 I E 're ° ,1 lp 1fE & !'I 9i! Ili li i a 1 11 t , 1p a 1� - a l ° II I +;° °! ;1 b I ii 1 I 1 s 1 e I • 8 .. lua an aw ts .Il lr----, — aid v, ; A igg r � 1 i 1 �;� ;,"V moo], ! m € �B @� a = _ °., s ' m ils Hell. � 1 y ti a i a l!nEs 1l+O 11 =sl�1l9 h,' ►��r�i i • � 1 r g 1� it X11 t; 1 ii - ! Ii H ii .!1 X11 11 1 " l! ! ! 1I ! a t1 :>_ ��I �..� a s 1t , !, !, twl 1 a 1�i 1 1� ^ 1 = eHa1; ; la wll s I I ! ! a g - r j 11 of i ?�=. i- a1 a° Y !. s a � I i i1I i 1 1 I t i 1101 11 © A t'I i 'iit P.,�� �� a o ! r ! � ` . ; a! m 9 l 9 � ,,, ' g lll ia ''II,,�I�amrtatt I �,��:` �t� a�� �� ii i � °1 �� I t i 1 1 1 a. Ot af� e 1 Ra 1 A _ rt.r ►�o1 M � 'r �—..7iil I , i 1+ 1 9. IJ r s .��s ; : r . re11 13= . `I d 9 I � I P i I a r t 11�II° vva�:r�� ��• t 1 81 I L 1 I t n : • Iere� ►■� A , 9g i ll 0 1 11111. 1 ; 1 I I I; 1 I, !! - ! I - !r rm � ! °11f�� � tea , matey R R i r• E' !1 9 ! " a i I lij o l o o . I i! i . III P II 1E . I t: ° a 1 Ii !�; r 'R ° 6 a1 ��� �,� l o o I _ -. ..... 1- I . II1 I al - i 1 • ' �'�:' � 1 LaJ -l 2 : dmg,.___—..—_-► \ter [ 9 i ! ! G \Wi ti [ i i ! li h i ll 8 yi: I �.F r +,,+, I d 13 1 t 1 1 1 1! 11 r M • t r _ � , 1 @ R 11! 1 1,i 9, 11 r�� 1 f f J,! °t a I 5 I ' r : Aw i a '� ; * 1 I_ — m 11111.in dl; R 1 19 : . a, . '+za.t:r�1iFir 1 i NJ � ° F X1 1 1 R kr �Q - r1 171 .1 "i i1.i _ 211i°."4 - Z II 0 i . - _ _ - -.x, ,- 9111'el�av i II I a a I 1 1 1 !1 I a He 11 I i y l I9i tji 1 Ls Iiii: 1/ ; VC-��IS X12 1 •�i il °II it �1 P, 9 J ° 1 Fit! I 1 �i Jlair lit '1 I IpIt9 3 I 1 alt 1 I g . Sm� ...:. ..,. _ _._ _ – i • 1 , 1 1 9 9 91 °I 1 t ! i 5 1 d 1 1 v l. t1 t 11l.j,1 i o 41 / i I I11 Il: ° if d! I! 1 ° ' II IP if i 1 : ° r i 1 !9 1 1 Ist °I� i 1a1 1 Iii II' Ij Iii 1I Ii II 1 i1 ° I 1 111 1 I ° ! i'31111 1 r 1 m 1 ' 1 a 1 1 ! 0 1° w'"!�'i�l�� I I! 1 J I I1 t it I t1 , tI g m I a>♦��LViri , t 1 1 i ; i1! - 1 Y6 {, 2 1 1 �I ° 2 1 1 a ll° O , , 1 ! 'I a ' l i r7 il t Y t �� :a ! .III • o m 3r....9„ 1 !!!,, 11 10,6 4 . ° ), AL 9 , + r••-= a v� as ■ iAr� 1 e E ; iI i 1 a M = I i p1; e, ii 11 eF 11 a; c�t�; i .Wl. - fA at 1p 1 I + rf i f :> m { }i' S if1196 I �� 2 3 ill 9 1 91i• I �' 11 ili f1 F Id 11 1 � i l ilt E 1 11 1 iii S a C/) Oi it ! 1 I _ A Proposed Project for: O .47..D rokicra,techraplawn ��'I ' ' • a S an Oak Street Townhomes, LLC g p c ' -2111111 .1 ! ° 8875 SW Oak Street L• ? _ _ — l 1 Tigard, OR 97223 F Z _ _ I ni r „,.d=. i FCC' Lateral Analysis - Wind Calculations IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 9 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent:= 80 I = 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs I PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' -15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.75 1.3 16.84 1 - 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= • 5.50 • 13.6 = 75 pif P1= . 5.50 13.6 = 75 plf P2= 0.00. 14.7 = 0 pif P2= ` 0.00 • 14.7 = 0 pif P3= 0.00 15.8 = 0 plf P3= 0 00 - 15.8 = 0 P4= • 0.00 16.6 = 0 plf plf P4= 0.00 -: ' 16.6 = 0 plf P5= 0.00: 18.4 = 0 pif P5= • 0.00 , 18.4 = 0 plf P6= 0.00• ' 20.8 = 0 plf P6= 0.00' 20.8 = 0 plf P7= • 0:00.: '- 22.8 = Q pif P7= 0.00 • 22.8 = D pif H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2 +FR -V1= 501 " pif LR- V3 +LR- V2 +LR -V1= 600 pif • Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 10.00 13.6 = 136 plf P1= 10.00 - 13.6 = 136 plf P2= : - 5:00 :. 14.7 = 73 plf P2= • . 5.00" • 14.7 = 73 P3= • 0.00 ' 15.8 = 0 plf plf P3= •' • '0.00: , 15.8 = 0 plf P4= 0.00 16.6 = 0 plf P4= . 0.00.. 16.6 = 0 P5= . - 0.00 18.4 = 0 pif plf P5= : • 18.4 = 0 plf P6= 0.00 - ' 20.8 = 0 plf P6= 0.00'. 20.8 = 0 P7= 0.00 22.8 = pif Q plf P7= 0.00 •-• 22.8 = 0 plf H= 15.00 FR -V2 209 pif H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 plf LR- V3 +LR -V2= 525 pif Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= . 0.00 13.6 = 0 pif P1= . 0.00: 13.6 = 0 P2= '• 0.00" .. plf 14.7 = - 0 plf P2= 0:00:•'; . 14.7 = 0 plf P3= . ; .. 5.00 15.8 = 79 plf P3= . 5.00 •• • 15.8 = 79 = . . 5.00 16.6 = plf P4 83 plf P4= ' 5.00 "- • 16.6 = 83 plf P5= . 3.00 18.4 = 55 plf P5= ' 5.00:: 18.4 = 92 P6= • 0.00: 20.8 = 0 pif plf P6= " .3.00 20.8 = 62 plf P7= . 0.00 22.8 = Q pif P7= 0.00 . 22.8 = Q plf H= 13.00 FR -V3 = 217 plf H= 18.00 LR -V3 = 316 pif Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height 33.00 - Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38.00 I + Width 1 39.00) Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY IC °L f rcI i 9725 S Be ture Hillsdale l H Suite 210E nc. II BBaVEnon. O 97005.3364 503.844 7891 - llp.W.TEOO 1fyf,•. m A n one to of Ndtlm9 Napa ate'+ COIn • • Lateral Analysis - Seismic Calculations • IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - Unit 9 Issue Date: 6/15/06 • Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = 615:00 sf Site Class = • D - HR„ = • 25.00 Floor = 10.00 psf ARw -ex = 195:00 sf S ..77.1 " H2flr = . 1200 Exterior wall = 10.00 psf ARw -in = 98.00 sf S, , 393. • H2rf = . 11,00 Interior walls /partitions = 5.00 psf A2flr = ' 585.00 sf F 1.00 H1flr = 1. :00 Elevated Concrete Floor = 0.00 psf A2rf = . 48.00 sf F„. 1.60 - Left to Right A2w-ex = 195:00 sf RFR = 6.5 HR„ = 25.00 A2w -in = 98.00 sf RLR = 6.5 H2flr = 12:00 A1flr = 519.00 sf SMS = 0.771 H2rf = 11.00 A1rf= 114:00 sf S = 0.629 H1flr= , . __1 . .00 1 Al w = - 173.00 sf Sos = 0.52 A1w -in = 87.00 sf SDI = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 195.00 sf X 10.00 psf = 1950 # Area of upper interior wall (ARw -in)= 98.00 sf X 5.00 psf = 490 # Mass of Upper Roof (MUr) = 8590 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 585.00 sf X 10.00 psf = 5850 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 195.00 sf X 10.00 psf = 1950 # Area of lower interior wall (A2w -in) = 98.00 sf X 5.00 psf = 490 # Mass of 2nd Floor (M2f) = 8770 # Area of 1st floor & walls Area of 1st floor (A1flr) = 519.00 sf X 10.00 psf = 5190 # Area of lowest roof or elev. conc slabs(A1 rf) = 114.00 sf X 10.00 psf = 1140 # Area of lowest exterior wall (A1w -ex) = 173.00 sf X 10.00 psf = 1730 # Area of lowest interior wall (A1w -in) = 87.00 sf X 5.00 psf = 435 # Mass of 1st Floor (M1f) = 8495 # Total Mass (TM) = 25855 Base shear Front to Rear Left to Right V = (( * Sus) /RFR)W = 0.095 1 V = ((1.2 *S /R = 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFR.m. Area psf Roof 6136 25 153393 0.65 1151 1151 0.19 615 1.9 2nd Floor 6264 12 75171 0.32 564 1716 0.27 633 2.7 1st floor 6068 1 6068 0.03 48 1761 0.29 633 2.8 / = 18468 X = 234632 1.00 1761 4628 Left to Right Level Wx Hx WxHx Fa V V total Vt uvwx Area psf Roof 6136 25 153393 0.65 1151 1151 0.19 615 1.9 2nd Floor 6264 12 75171 0.32 564 1716 0.27 633 2.7 1st floor 6068 1 6068 0.03 41 1761 0.01 633 2.8 X = 18468 / = 234632 1.00 1761 4628 1. Controlling V per IRC 16 -56 1 CN®rcnit e cture /pl ®nnin inc. ens S W Be averton Hi flsdala Hwy s uite 210E Beu ztnn, Oregon 970053364 rill' Sm.6'A . 706t fa6tA BM . 7669 Mph .yap, American Imt9C. of Maracas NCARB w�JCOwtl�¢um Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis Governing shear force © brace wall line: VG = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V= 330# Hp= 8FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload IPu2l Type G (Simpson PAHD42 wood to conc.) = 2945# allowable I over • General Notes: Minimum panel widths In Seismic Zones 1 thru 3 = (3.5:1): ,DLp I @ 8' -0" plate heights = 8'13.5 = 2.29' say 2' -3° I Hp @ 9' -0" plate heights = 9'13.5 = 2.57' say 2' -7" I .SW I @ 10' -0" plate heights = 10'/3.5 = 2.86' say 2' -10" tr ' Minimum panel widths in Seismic Zone 4 = (2:1): IPU1 I • @ 8' -0" plate heights = 8'/2 = 4' -0" @ 9' -0" plate heights = 9'/2 = @ 10' -0" plate heights = 10'12 = 5' -0" 1. Reinforced concrete stem walls below panels may be raised, within limits, (Wp I per the calculations to achieve desired panel ratios. 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over 1C0 1� torclllrecrure /planning Inc, t ` \ 9725 Sw Beaverton ly0sdale Hwy SWro 210 Is Beaveton, O regon 97005 -3364 603.544 7B81 msoa.ea.vmif tires ure .aomn haw can Mali= d A d, eU WARD w"Jsma,duO0.mm Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 9 ssue Date: 6/15/06 Upper Level - Roof Trib. Seismic Vx Wind Pnl Phi Pni Trib. Brace. Line Trib. Area Seesmic Force Vx V Gov. Pnl" ;, Width Force psf Lngth Hght Wdth Br DL over Loa Design 174-1-: _ { P plf Wind Shears g d, Pi b L H yy Loa I f m0 :: -. ,:, :..D- Load 'IiD Note F l Area P �• - Front to Rear I I If • .. �, I V1 307.0 7.5 1.9 575 217 1629 1629 16.0 8.0 8.0 ' 0.0 0 102 WG 102 1 • 486 486 :: A...:' `,' V2 307.0 7.5 1.9 575 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 .1 486 486 • A' , `: 1 = 614.0 X = 1150 Controlling 1.00 Left to Right V3 307.0 . 20.5 1.9 575 316 6485 6485 15.0 ' 8.0 3.0 300.0 12000 432 WG 432 3 - 2664 - 2664 `, .A 2 • : 5 : . V4 307.0 20.5 1.9 575 316 6485 6485 15:0 . 8.0 4.5 300.0 12000 432 WG 432 _3.. - 2726 - 2726 ' .A "• !'5:'.' I = 614.0 X = 1150 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. Irok I° rcnirecrure /plonning Inc. Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.01 - Unit 9 IBC Section 1617.1 Issue Date: 6/15/06 Simplified Seismic Analysis Main Level - Floor Brace. Line Trill Area 'Tab. 'Seismic Vx Wi nd. Pnl ..Pnl, ..Pni Trib. DL Pnl. Vx .V� Gov: Seesmic' Force - ., -' �; s: Width Force psf Ln th' Hght Wdth• Br g. Oes{gh: . Pnl. ` ; : i4ccum. r , . otes p Wind Shears over 9 g plf pl( d 9 • Load P�.. Load plf ID Uplift =Pu '�D Load. Front to Rear L H W Area plf HD: :,Notes V5 316.0 7.5 2.7 856 426 3197 3197 16.0 9.0-: • 0.0 0 200 WG 200 1:.. 14 316.0 , .' 7.5 1 2.7 856 1429 426 3197 I 3197 16.0 9.0 8,0 - 0.0 1916 ';B ' - ;' V6 I I = 632.0 X = 1713 Controlling 0 200 WG 200 I 1 1429 1916 B p= p- 1.00 Left to Right V7 292.0 19.5 2.7 791 525 10245 10245 15.0 9.0. 4.5 . 45.0 1800 683 WG 683 5 5040 5040 ' : . :E .;. t ` • . 5;' ? : V8 ` '340.0 23.5 2.7 922 525 12347 12347 15.0. - 9.0 - 3.5 90,0 - 3600 823 WG 823 6' 5447 5447 `; ;. 3,4;S: X = 632.0 / = 1713 Controlling p = 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. �� Inc., - 9 725 SW P,ea Hll ls tl nle H w y . Su ite 210E Beaverton• Ore 9700 & r , � 503.5 r0x 553 . 44.7359 ...leo na rUlOMMm Amnion IMAM Nddl d5 MARS - wr.IdYUrtMect tom Client: Oak Street Townhomes Panel and Uplift Calculations - Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 9 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Br DL Load Design Accum. Width Force psf Wind Shears 9 9 g ' over p � Load plf Pnl. ID Uplift =Pu HD Load HD Notes plf plf L H W Area plf Front to Rear V9 316.0 7.5 2.8 879 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 316.0 7.5 2.8 879 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H I = 632.0 1 = 1758 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 812 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11682 M 5 V12 340.0 23.5 2.8 946 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 49018 M /STL 3,4,6 I = 632.0 1 = 1758 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT IC0 r arer ctur�pl®ng i `N 9725 SW ite Beaverton e HiIInd9Io Hwy Su 21 nc. 0E 11 111 Beaverton, Oregon 970053384 903 0441001 fan 503 044.7!09 m10426o1vNMS 1 mm Amerman 1060131b of Architect. SCARS am- ean4rttt Ycem Shear Panel and Hold Down Schedule ' ,PANEL IBC 2003 and NDS 2001 ed. ° PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ' ' ID Value Requirements Staggered Nailing DF #2 Anchor Bolt HF #2B Connection DF #2 DF #2 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" @ 4' -0" o/c 16d @ 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d @ 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" @ 2' -6" o/c 16d @ 10" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d @ 3" o/c 5/8" @ 2' -0" o/c 16d @ 4" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d @ 4" o/c & A34 @ 12" o/c 5/8" @ 1' -6" o/c 16d @ 3" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d @ 8" o/c & A34 @ 6" o/c 5/8" @ 16" o/c 16d @ 5" o/c & A34 @ 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d @ 3.5" o/c & A34 @ 6" o/c 5/8" @ 12" o/c 16d @ 6" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d @ 4" o/c & A34 @ 4" o/c 5/8" @ 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2" GWB blkd ea. side 5d @ 4,4,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 _ 5/8" GWB blkd ea. side _ 5d @ 4,4,12 16d @ 10" o/c 5/8" @ 4' -0" o/c 16d A 6" o/c _ 2 x _ 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end 'A equal strap length min. lap at splices and joints. Provide ''A lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end 'A equal strap length min. lap at splices and joints. Provide V. lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide 'A lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide V. lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide 'A lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2" edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ 8° from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ W' from corner. Use LSTHD8RJ w/ Fir. Jst. 5,6,8 H 4875 H PAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use STHD14RJ w/ Flr. Jst. • 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8° stem wall @ W' from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1/4x3 WS 5/8" or 7/8' x 18" embed. AB,SSTB28 AB, 5/8" or 7/8' x 16 5/8" embedment. Equiv. thd rod w /'SET epoxy at 8° embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8" x 18' embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w•SET epoxy at 10" embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8" x 18" embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod wfSET epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8' x 18" embed. AB, SSTB28 AB, 7/8' x 16 5/8" embedment. Equiv. thd rod wfSET' epoxy at 12" embed. 5,6,7,9 M 11080 HD14A 4 - MB 1"x30" w/ 3"x1/4" washer or threaded rod w/ 42" dev.embd. lgth. May be hooked in wall plane. _Equiv. thd rod wfSET epoxy at 18" embed. 5,6,7,9 General Nnte' A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2" x 3/16° GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when Installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4° min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32" = 1/2 ", 7/16" = 3//8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7" ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Fnotnntes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6° o.c. staggered at alternating sides. See General Note B. 5. Installation into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2° x 1/16" sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Pn18 ND 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. n /'� O Nt9f GhITCCru C /plt7nlnj nc. I ( ` 9725 SW B0 H,5Wa4 h SuO. 19E even open 97555.3 9 � � 603 SY 7261 12. 413 634 7002 .."•m.sa."> m" • ' Structural Calculations for: .. Oak Street, Townhomes : ,.. 8875 SW:Oak Stredel; _9, , : • J L.. �, d . ] _ �, , Project No . , n • . :10009 04A1 = Unit;1.0 :. C6 i L-� ` '1 :; Issue Date: 06/15/06: CITY OF Tl^ `l 1 I n"'; n,t ^0 J UL • , ' Design Crif �InaTiNG DIt , j \, a,, Roof Loads Wall Loads CITY ' ; ,. '. Wood Shingles :::: 2.00' psf Exterior �� ©I G 1 ply A.S. felt 0.50 psf Siding . 2.00 psf 2x framing & %" plywood sheathing .6.00 psf 1 ply A.S. Felt • . 0.50 psf Misc.&Jor Snow load > 30 PSF '1.50 psf 1 /2" plywood sheathing 2:00 psf Total Dead Loads 10.00 psf 2x6 framing . 3.00 psf Total Live /Snow Loads 1 '25.00Ipsf 1/2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous - ° 0.751 psf Floor Loads Total Ext. Wall Loads 10.25 psf '/" underlayment 1.50 psf %" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf h /2° GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1,.00 psf Total Dead Loads 15.00 psf 1/2" GWB .. 2.00 psf Total Live Loads I 40.00ipsf Miscellaneous .4 QQ psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = 1 0.00Ipsf Floor diaphragms: (glued) 3/4° T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof © top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : . 1 Basic Wind Speed /3 sec. Gust: 80 w Wind Exposure Factor: B U Site Elevation assumed: 380 4C. I � � Ground Snow Load PSF: 30 I . Miscellaneous: ► ,� Soil Bearing: 1500 psf assumed ' / H Add.Snow Ld.= ((8ev- 380)8/212 +25) PSF 0 Concrete foundations: 3000 -psi mix Concrete Flatwork: 2000 -psi mix % Gm Beams and stringers: DF /L #1 or better 114 I� Repetitive Joists: DF /L #2 or better f C OF O s Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir #2B or better - Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: 1 ° ElrcMirect/pI®nn Inc. ! y 9725 SW Beaverton ure H llstlale Hw Sulte 210E Beaverton, Oregon 97005.3384 III 6e5.641.7661 fax 5C3.6M.7800 edoaboon., e.mm Awn Inatmtm of AnaYtx6 NCNB w°JrmaoXCtmm THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS IT IS PREPARED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. NO WARRANTY IS OFFERED OR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EKECUTION, IN THE. EVENT OF AN AMBIGUITY OR DISCREPANCY. Ver>,x.: 04 r . 15 -0 P6 -35' if - . I.1 AVG. HMO OF PROJECTED ROOF • P5 -30' I' - - P4-25 . If, I 4 I �I i P3-20' q UPPER 4 li '^ P2 -15' f mr3 1, ---------- - - - - -- li Emil - - - - - -- - -- --- - - - - -- - - T -- ------- -- - �� - - -- - - - - - -- P1 - 0' 1 I UNIT 10 - FRONT ELEVATION JS -0 P7-40' • AVG. WIT OF PROTECTED ROOF . P6 -35' 4 P5-30' I " P4-25' i • " P3 -20' n I 4 UPPER • P2 -15' " __-----_-__R - -- — – - . UNIT 10 - SIDE ELEVATION DATA: ISSUED FOR: ISSUE DATE � SUBMISSION JOS A PROPOSED PROJECT FOR: %%ID • ICON®rchitecture /pl®nning inc. �R 10009.01 06-15 -86 � 1, I l V DRAWN BV: 15 S c y DUOFI � i � I � , I ; ., 1 _v,,. . OAK STREET TOWNHOMES, LLC It / %' UNIT 10 F RMDJOPIAN r4S�vew.nmwmmx.�r. m5OLSHr551 A �T55.4. &A,da -r, ELEVATIONS TIGARD, OR 97223 Q� ,21 0E ml 111® . NuR9 ' SCALE: 11W • Td • ` 11,aepm naasx>sa 000 0: 00 .04nnm , ., arc SHEETS TOTAL • Nr yC Nr TYP. I PAN V 4 :q•.: -. v 1 A = 307 SL ii i 0 it Q c0 y , 10 > i0 IQ 1 \ 1 o N . I r 1 i \ IR a 11 • • 1 _ • •., / i 1 „, likiiiii., (b Pii Or i 2I Q co I I . _�� A - 3 3 07_ SF 1 'L I I e 3A Ak AM • 15a • 7' -6' 7' -6' N N n. n 0 0 17 • m �I 1 1 UNIT 10 - UPPER FLOOR PLAN - C • • AREA OF UPPER ROOF (ARrf): 615 SF AREA OF 'UPPER EXT. WALL (ARw -ex): 190 SF AREA OF UPPER INTERIOR WALL (ARw-in): 90 SF DATA: ISSUED A PROPOSED PROJECT FOR � IC0 A Ierchitecfiure/ p I®nwin 9 Inc ISSUE DATE: 5727/D4 SUBMISSION R� 1 • l V Boa P JL E 319 R 13.01 06-23-06 S I e:.% l ■ DRAWN HT: KS OAK STREET TOWNHOMES, LLC 4 j��j ” y :.< . UHR10 -c 8875 SW OAK STREET r!� . ' .: (1775 SW&sra,m Hasa* I.*. - • N. 63164&:61 m 1 Awico, mslakii dgar LATER/J. FRAMING FRAG PLAN I' � as 210E in 5413.644.7 N:ARB 4Y;.,. ZIPPER FLOOR TIGARD, OR 97223 9h, SCALE: vdr• OF 1'`G . e- relo.uepm (170353161 �gim�ii.,mn ,,,,,,g ,,r_°oa.mn SHEETS TOTAL • • P:::: !:- s l Alik0 ©m Nr 39 TYP. I g & I V 8 - :oo•. A • =_ 340 SF / 'I . , 00 '• DD CD . N r 1 Ad I 'il • , 1 -1ti 03 t " 1 C° II . 5 F _ i •L eAtal■ AL. g 15 IV 7' -6 L._ L. (..1- N . O • p ' rn C', II) VD 1 11 >• • ›.1. UNIT 10 - MAN LEvEL PLAN - C AREA OF UPPER FLOOR (A2fir)I • 570 SF AREA OF ROOF OVER (A2rf): 48 SF - AREA OF MAIN EXT. WALL (A2w -ex): 190 SF . AREA OF MAIN INTERIOR WALL (A2w -in): 95 SF DATA ISSUED FOR: A PROPOSED PROJECT FOR: icoNarchitecture /planning inc. ISSUE DATE L27/01 SUBMISSION ` �R@D JOSNUMBER' I0009A1 06-23-06 V'� 1 !..2. ■ . -.. DRAWN B1': ILLS w .,. if , .12' . . OAK STREET TOWNHOMES, LLC ae Vii UNIT to -c 8875 SW OAK STREET y Ens SW Dem.. HMIS* NW. 1a NO. -r A...,:-. I a • m Inaut LATERAL RAPING PLAN - •� MAW FLCO1 5'W r� l TIGARD, OR 97223 y , VIP �sm.eu>a° NcApE SCALE: 3t • T4 = += SHEETS TOTAL _ OF • 4 Swarm Oregon B1Et630C J STEEL POST, • CONT. GRADE BEAM, SEE FOUND. PLAN 1 A 1 2 4C1 SF STEEL POST, lP /,/,/, � I SEE FRMNG. PLAN j ! e CD Co I 00 / ; 7 N NAIL PLYWD. - 4 /' / vte -4:,1 �� SHTG. UNDER 1 4 )% i' ` A I co I W/ 8d @4,4,12 1 i �/ P..1140 UNBLKD. / , /; / r. /;,: • % � % � " i 11 Firt cf► �1 1 i1 b I ar 11 i O.rq. • II E,.I,... ---' co in :I 76'..41-- � :• 04 co J J, 6 c lu II ll A 11 278 SF K,� I PL= 10.5 pis ... 10.5 %V 7' -6' 7' -6' L. N N Qt 2 O O T � � V O II II >Q >6 UNIT 10 LOWER LEAEL / PM". PLAN - C AREA OF LOWER FLOOR (Alflr): 344 SF AREA OF LOWER ROOF (Alrf): 289 SF AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw-in): 57 SF DATA: ISSUED FOR, A PROPOSED PROJECT FOR: �D - 1C A 1architecture /planning inc. ISSUE DATE SW/04 SUBMISSION �� �� 1 O l V JOB NUMBER' 1000904 07-17-06 I DRAWN BV: i s OAK STREET TOWNHOMES, LLC ak oute ' y UNIT 10-C 8875 SW OAK STREET �.., . -wm Nm 9775 SW Bib•k on/ 01 H600 pmt a� -m'.e/ M:,•r:L.J ai.L.+u,,,:.� AMS LATERALFRNG PLAN C ' 4�* 0444710E rm m76w76® NCARS LOWER FLOOR TIGARD, OR 97223 9j�, ` � J SCALE' Ooo • 1'.0 OF I 4 V B4.4enn Orman 97005-361 b.pm- a+4saavn w.,,.am.n SHEETS TOTAL E . a R Z w � � 8' I<g� Se d y RtP r C - - 7Th � H I ` , m N � I ∎ % ! eq � II rli '` , E 6 � — • .�.= ' i I;i_t. _ i t�� _.— S • A — ® �. a.: a tiD Z n A D . a 1 o e !i; o i O f ed n V . 19 t r . I I .. — . I `e ; . o8 a - -- A .. _ — c_ • I At _ ..1 , :11:1 , I F,112 - 0 e. a hi ;— _edo pE3 C9 �� — 1 E u. i 4 4' 2 ;PI 'n .,� ;. M o k e e « a q p.,�,, .— r a I , . ' '.) ft V3Z v — — - d► ee pp n8 e e AA 17C Z � i o F e a 3 C tlt tl1 q I I - - — ]D F t = 1 ` �: i} r -- 1 \ Imo' ' . E ' 11��11' { ��� ' - i't273 t ., tt - �,. ' i i� . _ u..l .� ' , 1: t: I�N:�ill"��ttte f �JJl� 111 ;,'" °'. I l Fa3 I ; , : *.ea...� �i � ft —. — l!II / li s I. ��Gat 7 ¢ e m e '' fi ll 1.) + 1; t N i!i III m 1t�Olikt : <•:1111 N91. 1 Ili•.• TO i a ii 1 $ , 1 0 0. J . l iitt l L ��u �N ' � I � . u s is . .s a t �k O m'py • 1 1 1 1 ; 7i11 ' 1 , I jllt/ i 1 s's; { -• � 3. i §gi 1"! 0 21:,, -5 I h III}'!J - e I. . -5 t 6 ' 01 , 12 I' !:!11.11!!;t1-1" 1 1 o R; I t 4 Ilh.7 F l y iiica:c im„ 11 1 111;, ; . yy o _ Tr it I l', t Ill' ! s1.�i � is Qsis (r • g ¢ 1 .01 . __ it i . "� fiD I; ; f 1 1 : i ris • ;6,; ;;6i d o g 9 �_ ! • .. J E • ! � j tt 1 11If L tF II � :JV y I) t 1 1 1 II i I /�° to VI j. ' III I '� A E Y13 I I i e 7I 1 1J1 ' 1] 1 • . e e 1 ;l IIIII !!I Il P 1 2< r : :: 0 .,gar t ��1 1 , rrt t't I'r 1 1.111131, ,, ill olgilgi 1 t I v T e S , loci e cn k �I - -� q p -1 I I — - -- -- - I - - - -- - -- - - -- - ER�'p arcni tec rurUDtenninp • i s I p A Proosed Project for. 10 IC •• N w owl d e ; QI ' o d e I I i fi Oak Street Townhomes LLC N ® lip -- — • s 1] E- u C @ " l I 8875 SW Oak Street i �� — � .e -- J - - - s - - - I ' -- —. — Tigard. OR 97223 . -- - - -- - i r Z n__ I i % 2 =. - -.- I • fv . • • � ,..=.... I 1: i. peg ;74, _ � �' T ntm .w -. 7 1 (III ...,......... ,„.......... 5 •‘.....,... _am. _ e. w _w• _ ua_wr L�II[�w °°• � p �� ! w . r.... T I I ' II — — Amu ..... ..":" - MON PI Oj eHeaa TRANBFR2 • WO w` _...a i 1��1� - _ u ll�I� i i I IIIIII . r Y. `���a ODUAR MAIM • C M1L! FR Oj 6TRAP MOlDO N The RR TO FOAMS MOW gym ,. p,. _ •�••• -,: . i i F � m... . -_ ' eMQ4a MAW= • 0.R AT. �' �' 4 7 �. •.•eew VII r ° 5 •e a 'txi - kvi I :a =s e: c P � � © -4� 1¢. 3" t O: `I�III • F,. � ■i '• � � l ,I Z�r, s V e �lillil IG� � ■.I " I mo .. 1 _. 1,..A .. rr .1.... a iilloplieo f _ _ I ��1?Li Ja OA . �°'-°. ..... m 21&:.:6' _ .•.a.- ,w.. - ` _ ��I, i I� s � �p���� I' �� 4 .A = _ -_� _ I .,€, • a . � -� ..".oe Q. —_ �i� - •I �II°w - . .�. • c� ir.______ int °x - a w• - II ' ' A� O ...•kC _ _ ._ �P�4I j I Si OUCHSTON' �I! ,�� a _ pr_u = = = urn Ilil ►l q .. .�r I - - _ a l-'44:� = .I . 0 w �_... - n • -- tio _ "I ►.I l it r i •:,' ": -- � ew ee a Taw Taar ._ . —.. ......m....- . ' � cruet wcoo um � '°1 Oei>uamAUehn . m /Yi h B a_..�. ;; ,: :%.. {. � orsraTeMm ............ ...b :. ...�71" . 1 I'l AL � . • �` °• �wwa II: ,. Wow :!.:. ws...a..w._ wa ....a w..s • 0 nos maw magma. • ni until • I I Ui / ()TYPICAL ewEA4 CALL MIL L �n : . a . ,�- ,'' _ •� J o Y �a _ ! � t1to I •-11�1i/ 1 I'y ttoyite .� ...� : - 'q - s aa ) o o F q . L ? ;i 1 r at ti � a n ■fet %1 _ nn MR . PM / ._nom � rn imit J S t h ,. . I I � fi e: d. :-:. 3 3 rr "• iC \�! .� =� - �` 'IN II 1 i a {,i11 ��11i� '1 !I ' ...:2,-.Z..--A_ � Q s ,I r -_ _ pu — �p .E a ` 7 ° e TIPP=SHUR WALL co ,I C r..-'7 .S • I _ ' ' 1 =. � ,. . a.:—.Ear..-75 4 - � fli ��1L!RS�t pN ti •-.'. O . _„ .•. 1f:1. {.� 1 .'•e...J' .}.I.v10' -.l:v a4:.e.•� y Q ....�.......w.. .a_. el pn n�u�nrw _ L L _ � a ': Ik � _ ' .y m I - -.. �� _ � WI ..-.:m_ TrP, e i B.a ��L .+..a r.... � If r _ I �1 1 . f 11=0'..... I �I . - ti - - ter .. aAiOm RAW VW ' � reF:ty ` ' re _ . I, 1.._ a i t i 11 o � ll - - I aQ, a• e , 1 2 " °r,I �alii !I [ I■ — �Yn _ . \ [ p .-°— :i" 7f "" I a.. iii /N. l� _Ir. .�n i Bll!® • _.. r, ..... ..a s: �I�,II m _ X1 I o \ 1�1191118= i., � � ®-'� .� -- -_ ©.nra INC a r nP6lFe root I � _i1 .��, - 0,- II '„� r.L- `■ "ij.' ...1.0.4191. e.nem NOM 4.I w - - - � M u' IAA X1.1 ......................................... : _ ..._.. ,� *-�- MR OM mom MOM. MIN ..m a TYPICAL MOLD DOUN RQ P y ' p Y lrso -. NOTE. ALL DETAILS APPLY AS REQUIRED AND ® TYPICAL PRATIEMOAAMIT DOOR 01.0,,,05 eerre -r..— SHALL BE USED N SIMILAR LOCATIONS Ip NOT FLAGGED. ALL DETAILS N.T.S. U NOTED OTHERWISE a..nTM3 ae w PRELIMINARY 1 S5.06 nor run OOelurnuunrns • Lateral Analysis - Wind Calculations IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 10 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent= 80 I = 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs • I PSF Height (Ht) P1= 0.62 1.3 16.84 1 f= 13.6 0' - 15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= 5.50. ... 13.6 = 75 plf P1= 5.50 • - 13.6 = 75 plf P2= :: • 0.00 •' 14.7 = 0 plf P2= • 0.00 14.7 = 0 plf P3= 0.00. 15.8 = 0 plf P3= 0.00 15.8 = 0 plf P4= : 16.6 = 0 plf P4= . • 0.00 16.6 = 0 plf P5= 0.00` 18.4 = 0 plf P5= :.'0.00'= 18.4 = 0 plf P6= 0.00 .r 20.8 = 0 plf P6= 0.00 20.8 = 0 plf P7= 0.00 22.8 = Q plf P7= DAD 22.8 = Q pif H= 5.50 FR -V1 = 75 Of H= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2 +FR -V1= 501 plf LR- V3 +LR- V2 +LR -V1= 600 plf Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 10.00 13.6 = 136 plf P1= 10.00. - 13.6 = 136 plf P2= 5.00 - 14.7 = 73 plf P2= 5.00 14.7 = 73 plf P3= • 0.00 .: ' 15.8 = 0 plf P3 0.00 15.8 = 0 plf P4= . •:: 0.00 ; - 16.6 = 0 plf P4= 0.00 •' - 16.6 = 0 plf P5= 0.00 • 18.4 = 0 plf P5= 0.00` 18.4 = 0 plf P6= 0.00;.: 20.8 = 0 plf P6= 0.00' • 20.8 = 0 plf P7= . - 0.00:.. _ 22.8 = Q plf P7= - ' Q qQ • 22.8 = Q plf H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 plf LR- V3 +LR -V2= 525 plf Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00` 13.6 = 0 plf P1= 0.00. 13.6 = 0 plf P2= - 0.00 ; 14.7 = 0 plf P2= 0.00 .,.' 14.7 = 0 plf P3= 5.00 - 15.8 = 79 plf P3= ':.5.00 15.8 = 79 plf P4= 5.00 r 16.6 = 83 plf P4= . - 5.00.' 16.6 = 83 plf P5= -: 3.00. 18.4 = 55 plf P5= 5:00 18.4 = 92 plf P6= . 0.00:'.. 20.8 = 0 plf P6= ' 3.00 20.8 = 62 plf • 1 0.00 22.8 = Q plf P7= DAM • 22.8 = Q pif H= 13.00 FR -V3 = 217 pif H= 18.00 LR -V3 = 316 plf • Adjustments for deadload reduction at foundation - U.B.0 97 ed. §1621.1 Front to Rear Height .33.00 + Width 15.00 . Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height . 38.00 + Width 39.00 Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY ICONarTitecturiplonning e inc. dale Hwy S uite 210E Beaverton. Oregon 97005 -3364 303.1544.1801 t- 501644.70a9 Inlag4mnmcheal Anencan I.utAufn Ndlasb NCARB vnwe imu�pectoal Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.01 - unit 10 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = 615:00 sf Site Class - D. HR = .25:0Q Floor = 10.00 psf ARw-ex = 190:00 sf S ..77.1 r H2flr = .12:00 ' Exterior wall = 10.00 psf ARw -in = . ; 90.00 sf S, a 39.3' • H2rf = : 11..00, Interior walls /partitions = 5.00 psf A2flr = . 570.00 sf F = 1:00 H1flr = ' 1:00 Elevated Concrete Floor = 0.00 psf A2rf = ; 48.00 sf F„. 1.60' :- Left to Right A2w -ex = 190.00 sf RFR = .6.5' HR„ = '25.00 A2w -in = : 95.00 sf RLR = 6.5:: . H2flr = ,12:00 A1flr = 344.00 sf S = 0.771 H2rf = 11.00 A1rf = 289.00 sf SM1 = 0.629 H1flr = . 1.00 A1w-ex = 114:00 sf Sos = 0.52 A1w -in = 57.00 sf Sp, = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 615.00 sf X 10.00 psf = 6150 # Area of upper exterior wall (ARw -ex)= 190.00 sf X 10.00 psf = 1900 # Area of upper interior wall (ARw -in)= 90.00 sf X 5.00 psf = 450 # Mass of Upper Roof (MUr) = 8500 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 570.00 sf X 10.00 psf = 5700 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 190.00 sf X 10.00 psf = 1900 # Area of lower interior wall (A2w -in) = 95.00 sf X 5.00 psf = 475 # Mass of 2nd Floor (M2f) = 8555 # Area of 1st floor & walls Area of 1st floor (A1flr) = 344.00 sf X 10.00 psf = 3440 # Area of lowest roof or elev. conc slabs(A1 rf) = 289.00 sf X 10.00 psf = 2890 # Area of lowest exterior wall (A1w -ex) = 114.00 sf X 10.00 psf = 1140 # Area of lowest interior wall (A1w -in) = 57.00 sf X 5.00 psf = 285 # Mass of 1st Floor (M1f) = 7755 # Total Mass (TM) = 24810 Base shear Front to Rear Left to Right V = (( * SDS) /RFR)W = 0.095 W V = (( * SpsyRuz)W = 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtRyw Area psf Roof 6071 25 151786 0.66 1112 1112 0.18 615 1.8 2nd Floor 6111 12 73329 0.32 537 1649 0.27 618 2.7 1st floor 5539 1 5539 Q.02 41 1690 0.31 633 2.7 / = 17721 Z = 230654 1.00 1690 4452 Left to Right • Level Wx Hx WxHx Fa V V total VtLRmX Area psf • Roof 6071 25 151786 0.66 1112 1112 0.18 615 1.8 2nd Floor 6111 12 73329 0.32 537 1649 0.27 618 2.7 1st floor 5539 1 5539 11,1)2 41 • 1690 0.01 633 2.7 / = 17721 I = 230654 1.00 1690 4452 1. Controlling V per IRC 16 -56 iC 0Norcflirecrureipl®nning inc. 9725 SW Beaverton HiLLatlale Hwy. Suite 21 0E Beaverton, Oregon 87005-3364 Id e03 .644.7801 Cu 533 ew.76e9 rdoatowvYmCOem Am.4mn brow... or Arveevs NLRB wwr.IrarurUYaetom Shear Wall Design Approach IBC Section 1617.1 . Simplified Seismic Analysis Governing shear force @ brace wall line: V = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: V = 3300 # • Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V = 330 # Hp = 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: I Pu2 I Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload 4 ITA Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over au General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): • . DLp @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" H @ 9' -0" plate heights = 973.5 = 2.57' say 2' -7° @ 10' -0" plate heights = 10'13.5 = 2.86' say 2' -10° Minimum panel widths in Seismic Zone 4 = (2:1): IPui 1 @ 8' -0" plate heights = 8'/2 = 4' -0" aill @ 9' -0" plate heights = 9'/2 = 4'-6 "' @ 10' -0" plate heights = 1072 = 5' -0° WI 1. Reinforced concrete stem walls below panels may be raised, within limits, • per the calculations to achieve desired panel ratios. 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over 1 0 �, forcnlr e crure /pleinning inc. l V 97 25 NN I'm eeavarton Hillsdale Hwy. Suite 210E 9eavplton Oregon 97005 -3364 II 503644.7503.0.1.7eea ee ,amm Ame:tea rmNee! of A,Wleae N.0 RB "."JmumNxaeem Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 10 ssue Date: 6/15/06 Upper Level - Roof Vx Wind P Brace Line Triti. Area. 'Trib: Seismic Vx V� GOV. ; L ;_• nl Pnl Pni Trib Pnl Slesmic Force nth Hght d�ll .PN . <; , ' ...pl ;�;;. ,..: <;' ' .:... Width Force psf Wind Shears • g g t Wdth Brg. :DL over Load p� ;_ Uplift =Pu : iiD Lo HD :;; ,Notes: pit pif .. L' H. W Area pif : Load pif ip: Front to Rear V1 307.0 7.5 1.8 555 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 • A ':: V2 307:0 7.5 1.8 555 217 1629 1629 16.0 . 8.0 8.0 0.0 0 102 WG 102 1 486 486 .A:: = 614.0 1 = 1110 Controlling p = 1.00 Left to Right V3 307:0. 20.5 1.8 555 316 6485 6485 15.0 8,0 2.5 300.0 12000 432 WG 432 • •3" -2644 -2644 A''; 5 V4 307.0 20.5 1.8 555 316 6485 6485 15 :0 8:0 , 4.5 300.0 12000 432 WG 432 ` �3 "' -2726 -2726 '! = 614.0 1 = 1110 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. • iro m arirecipanning i 972 SW Ba FfiU drai l N..., s•r.- ��nnc. o Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.01 - Unit 10 IBC Section 1617.1 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Trib •Seismi Vx d Phi Phi - Pnl Trlb. Pill Brace Llne Trib: Area Vx V Gov. ;.. ;.; . !:::i::::. " Siesmic. F orce Lngth DL ":Design Oni 4 Accum.: ., Width Force psf Wind Shears 9th Fight Wdth : Brg. Load p� U lift =Pu... • Front to Rear If if L H W Area over. . L p FID Notes= oad plf • ID HD Lbad' V5 309.0. 7.5 2.7 825 426 3197 3197 16.0 , 200 WG 200 �, 1. '9:0: ':8.0. : 0.0 0 1429 1916 ;'" > V6 I` 309.0 " 7.5 16.0 9:0 .8: .5 I 2.7 I 825 426 3197 3197 . = 618.0 I - 0_� 0.0 0 200 WG 200 : 1.; : 1429 1916 `'B? : ' , >' = 1649 I . Controlling p= 1.00 Left to Right V7 ' 278.9 19.5 2.7 742 525 10245 10245 15.0 9.0 2.5 ' 45:0 1800 683 WG 683 .5.'. 5132 5132 ' ':E:::: 5" V8 ,340.0 23:5 2.7 907 525 12347 12347 15.0 9.0 4:5 90.0: 3600 823 WG 823 . ,. 5401 5401 : :. 3,4;5;. X = 618.0 X = 1649 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. i � aN 0 rceu e �pianl�g i,c,_ 972 SW B r Hlllsdalo Hw nl SuIte 210E f Beaverton, Olagon 97005.9384 Its BOO .04.7061 fax 603444 7609 a4ogtanarcMee c„, Ame6ean 6,0054 al A,tl,6ae. NCAFS avowAmarN6Ktcdn a a: Client: Oak Street Townhomes Panel and Uplift Calculations • Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 • Proj. No. 10009.04.01 - Unit 10 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Trib. Seismic Vx Wind Vx VG Gov. Pni Pnl Pnl Trib. DL Pni Design Accum. Brace Line Trib. Area Width Force psf Siesmic Force Wind Shears Lngth Hght Wdth Brg. over Load pi Load pif Pni. ID Uplift =Pu HD Load HD Notes pif plf L H W Area pif Front to Rear V9 309.0 7.5 2.7 825 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 309.0 7.5 2.7 825 _ 501 3757 3757 16.0 _ 8.0 8.0 _ 0.0 _ 0 235 WG 235 _ 1 1550 3466 H / = 618.0 / = 1650 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 742 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11774 M 5 V12 340.0 23.5 2.7 908 _ 600 14101 14101 2.5 _ 8.0 1.3 75.0 _3000 5641 WG 5641 8 /STL_ 43571 _ 48972 M /STL 3,4,6 X = 618.0 / = 1650 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT I C o � ®rcnirectu / pl ®nning inc. 0725 SW B9avor H illstlato Hwy Suito 210E Beaverton. Oregon 97005.3364 500 54 7551 ra 503 64.7559 mra®canatNSa<1 ram Arnancan Institute of 640545cta NCan5 +-- iconarOiaect tom Shear Panel and Hold Down Schedule - ,PANE IBC 2003 and NDS 2001 ed. . PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote • ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF #2B Connection DF#2 DF #2 1 260 1/2" CDX 8d @ 6,6,12 16d © 6" o/c 5/8" @ 4' -0" o/c 16d © 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d @ 5" o/c 5/8" @ 3' -4" o/c 16d @ 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" @ 2' -6" o/c 16d © 10" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d @ 3" o/c 5/8" @ 2' -0" o/c 16d © 4" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d @ 4" o/c & A34 © 12" o/c 5/8" @ 1' -6" o/c 16d @ 3" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d @ 8" o/c & A34 @ 6" o/c 5/8" © 16" o/c 16d © 5" o/c & A34 © 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d © 3.5" o/c & A34 @ 6" o/c 5/8" © 12" o/c 16d @ 6" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d @ 4" o/c & A34 @ 4" o/c 5/8" @ 10" o/c 16d @ 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d @ 7,7,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d © 12" o/c 5/8" @ 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F 11 150 1/2" GWB blkd ea. side 5d @ 4,4,12 16d @ 12" o/c 5/8" © 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 _ 5/8" GWB blkd ea. side 5d @ 4,4,12 16d (a. 10" o/c _ 5/8" an, 4' -0" o/c 16d @ 6" o/c 2 x _ 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 - each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end 'A equal strap length min. lap at splices and joints. Provide '4 lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end 4 equal strap length min. lap at splices and joints. Provide V. lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end X equal strap length minimum lap at splices and joints. Provide V. lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide V. lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end '/ equal strap length minimum lap at splices and joints. Provide V. lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2" edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB Installation in 8" stem wall @'A" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 or 4 - 1/2" MB Installation in 8" stem wall @ 8" from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 or 4 - 1/2" MB Installation in 8" stem wall @ W from corner. Use STHD14RJ w/ Fir. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 - 16d or (18)1/4x3 WS 5/8' or 7/8" x 18' embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8° embedment. Equiv. thd rod w /SET epoxy at 8" embed. 5,6,9 J1 7175 HDQ8 - SDS3 (20) SDS1 /4X3 7/8" x 18° embed. AB, SSTB28 AB, 7/8° x 16 5/8" embedment. Equiv. thd rod wISET' epoxy at 10" embed. 5,6,9 K 7460 HD8A 3 - 7/8" MB 7/8" x 18' embed. AB, SSTB28 AB, 7/8' x 16 5/8° embedment. Equiv. thd rod wrSET' epoxy at 10' embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8" x 18' embed. AB, SSTB28 AB, 7/8' x 16 5/8' embedment. Equiv. thd rod w /SET' epoxy at 12" embed. 5,6,7,9 M _ 11080 HD14A 4 - MB _1°x30° w/ 3'x1/4" washer or threaded rod w/ 42" dev.embd. Igth. May be hooked in wall plane. _ Equiv. thd rod wJSET' epoxy at 18" embed. _ 5,6,7,9 r,eneral Nntes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an • and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2" x 3/16' GI steel plate washers. - C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, including OSB products, to units of equal or better value. Values are based on 1 -1/4" min. 8d common or galvanized box nail penetration Into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed In nominal thickness i.e., 15/32" = 1/2 ", 7/16" = 3//8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7' ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Footnotes: • 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6" o.c. staggered at alternating sides. See General Note B. • 5. Installation into an 8" foundation wall required, min. 2500 PSI concrete anchor bolts to have 2" x 1/16" sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Vnl6 ND v. ".r 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. (Shear Wall Symbol I 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. /�0 ` forcnitccture /pl nnin inc. (` ` R II WB sw s.ownon w4idis HNv_y, s los �� wow lee, aWIw rm. 6 ."«"01. w,owe.w.mraaar,m nun. I . Structural Calculations for: .. • Oak Street Townhomes • - 8875 SW Oak - - 887 S Qa Street -.. _ - >; „” '. / /' "' -1 � ',\_,_:9 , Project No: 10009.04 ;0.1: - Unit 11 -: - ._ A; jUL ,�;� i 2006 Issue Date: 06/1:5/06 . :.. - . ;. c, 2006 /' ` Design Crite &.t i Y C ie. i CITY ',\ � ; i� Roof Loads W' l tI Wood Shingles : psf Exterior 1 ply A.S. felt - .050 psf Siding - =2.00. psf 2x framing & 1 /2" plywood sheathing ..6 :00 psf 1 ply A.S. Felt '. 0.50 psf Misc.BJor Snow load > 30 PSF 1:50 psf W plywood sheathing - 2:00 psf Total Dead Loads 10.00 psf 2x6 framing _3:00 psf Total Live /Snow Loads I -25.00 psf 12" GWB . .• 2.00 psf Total Roof Loads 35.00 psf Miscellaneous , 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf W underlayment 1.50. psf 3 /" plywood sheathing .3.00 psf Interior 2x Framing 5.00. psf 1 /2" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1 /2" GWB 2.00 psf Total Live Loads I • 40.001 psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = I 0.00Ipsf Floor diaphragms: (glued) - 3/4° T &G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32° Exposure 1, CDX (APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate /wall intersection. Fasten within a 5' -0" wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed /3 sec. Gust: 80 Wind Exposure Factor: B 4 1,1•D e Site Elevation assumed: 380" - Ground Snow Load PSF: 30 , , 85 � Miscellaneous: W I•: 11 e s• 1• .« Soil Bearing: 1500 psf assumed p4 Ili ' Add.Snow Ld.=((Bev- sso)en12) +25) PSF 0 • Concrete foundations: 3000 -psi mix c,, i . •'� I, I, Concrete Flatwork: 2000 -psi mix ' Beams and stringers: DF /L #1 or better ��® Repetitive Joists: DF /L #2 or better OF O Columns: DF /L #2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir #2B or better Steel: Reinforcement bar - Grade 40 Structural components - ASTM A36 Prepared by: ICON ®r c ri 1 /planning inc. 8725 SW Beaverton HElsdale Hwy. Suite 210E Beaverton, Oregon 97005-3364 II 50355+.7661 fax 6C3.GN.7669 b6°®le°nnWbnmm AllItliCOrlin303. N AnaWech Na UR wvr Irmu.Wi4mm THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS. IT IS PREPARED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL NO �:ARRANTY iS OFFERED CR IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EXECUTION, IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. r p ' r • 15 -0' P6 -35' AVG. HMO' OF PROJECTED ROOF .1..--.. ' id P5 -30' - -- — - - - - - -- -- P4-25' I= 4 P3-20' UPPER q 71 ~ P2 -15' . UAIN 1q I UNIT II - FRONT ELEVATION • 5 -0 • P7-40' AVG. HGHT OF PROJECTED ROOF 4 P6 -35' q P5-30' . . i • . . ., 0, , 1111,1111 In P3-20' In *,- .. Q UPPER MI I lU, In P2 -15' :U. — 11Illl1J111- - - - - - MAIN - -- - - - -- Lam. o ' • _a_ 1 - - - l - - - - -- -- - - - -� = P1-0 - UNIT II - SIDE ELEVATION DATA: ISSUED FOR: inc.. ISSUE OATS: S27/04 SUBMISSION A PROPOSED PROJECT FOR: •••-. ��1� ,�O s< ? DRAWN Rf: KS OAK STREET TOWNHOMES, LLC o .JOB A'UY9ER: I66O90' 06-23-06 ry nvaa • . i A ;.:� I� y , ,,,�,,,,,,, y „�;; ,,,,,F�, UNIT 11 -C1 8875 SW OAK STREET 9725 swl5ra�m„N,hE,m Hq. td 503.1144.7601 : ._ LITERAL FRAMING PUN l ,., ' .::•4 &WISE Ic 503.644.766 N:AR4 ,,„ .:: .r`;:., ELEVATIONS T IGARD, OR 97223 9' 1.1.5 e99wnon Of gym 117005.7704 am$IcemeNMtan mock ,vrma,. �„ SCALE: 1n6' =ra =-. r SHEETS TOTAL I mpt0a► s I. VC I V I MIIIIIIt • Miller A 4 328 SF ..w:ry., •L= 1 'L co ii0 f i i E ,C :14- co io • ,A,/ N 1,,A._. F I I. I'M T1 L co N Ill co 0, k. A 3 328 SF ...S • = 1 L w I Aft. 3A e AM 15 • W 7' -6 8 -6' N N n O v Li M •--I • 11 11 > >a - . UNIT 11 - UPPER FLOOR PLAN - C1 AREA OF UPPER ROOF (ARrf)1 656 SF AREA OF UPPER EXT. WALL (ARw -ex): 195 SF AREA OF UPPER INTERIOR WALL (ARw-in): 98 SF • DATA: ISSUED FOR �rQ A PROPOSED PROJECT FOR: . • N ®rc architecture/planning i E 5727/01 SUBMISSION l �•• �• ISSUE DATE: me NUMBER 10009.01 . 06 - 23-06 c WBEL i, - 1, ' . 5 DRAWN BY: ins OAKSTREET TOWNHOMES, LLC F4 Ir�l/ ..q ' ' ; UN 8875 SW OAK STREET ' TSSwB w .H.7. - Lm.w7m, A�.,la aw7a ro, rt II •C1 Sub 210E fax 503.144.76E8 MARS . 41,. LATERAL FRAMNG PLAN TIGARD, • OR 97223 � • _,. UPPER FLOCK € • O F I ' V GO BmvetaL Oreg. 37065364 M9��m^ m.+,owm,m SCALE: 0737 =1'-0• Y�^ SHEETS TOTAL 39 NVIV TYP. I 4 A 8 340 SF_ . .:oep.a. :L- 1 •L I ' + 1i e 1 'o •c 1 N IIIMMINW MIN tci..4 �1'� 3 n � I p ry —� 1 MY I Imo - ���� t [pup] , II I ;dam Li • • � J H In � „ ` rCO V • 6 • C- -3 C== -; o- V 7 . 292 SF : • 15 %V • • 7' -6! 7 -6' L— L- y „ L4. •.O LO ,^^ Ln W 11 II tea,. >.1. UNIT 11 - MAIN LEVEL PLAN - Cl AREA OF UPPER FLOOR (A2flr)1 585 SF AREA OF ROOF OVER (A2rf): 48 SF - AREA OF MAIN EXT. WALL (A2w -ex): 195 SF AREA OF MAIN INTERIOR WALL (A2w -in): 98 SF DATA: I ISSUED FOR: A PROPOSED PROJECT FOR: 1.1) 1CoN ®rchitecture /planning inc. ISSUE DATE 5/27/04 I SUBMISSION S� l 1 �• £';•° J09 RL4®ER 10309.0 I 06-23-06 • E? 1. t , I DRAM Br: Ana I OAK STREET TOWNHOMES, LLC ce III •1 ( ts 11011-CI 8875 SW OAK STREET ,, • 9T6 Sw&a- Im Hihdeb llN. w 50111 7651 mmm A,daur LATERAL MUM PLAN , _(* SW MOE m ® hb1R9 r wwFL TIGARD, OR 97223 9 :: SCALE 3/37 • 1. OF I • �, D -.C1mL amen CROSS01 dar2ka. arn .•,• Feu t :-.. 5 ,c;' ri!.+ SHEETS TOTAL 1 STEEL POST, ._......._ .. ............ . ..... .._......_.., SEE FRMNG. PLAN CONT. GRADE I ' • BEAM, SEE • FOUND. PLAN . .. ... \ ?IL' 1 3 40 SF STEEL POST, II •: \. \��'� SEE FRMNG. PLAN �� \ �' \ , I II\ \:�- .' �' \� . \ \ \i NAIL PLYWD. III ` \\� 1p - \ \\ I SHTG. UNDER I ' , • , . ` `\ ` W/ 8d ®4,4,12 i � \ \ \\ \ io UNBLKD. Ii I' i �• •. " , - ,..• '';‘\ , \\\ 1 ,... I -- u� :. r* r - - -tn N a I3 • s "' :I W �I :m -, r • =� -� ,x I w a -- __.�_� 0 � 0. co I 2 I 1 I d al a N 11 4 E c ' ' EA I $ N I I V 11 1 -= ��. p ;,_ .e. 4,66 — — ma\'d. A= 292 SF PL= 10.5 pis ®AI► ®i& 10.5 I 7' -6' 7'-6" N 71: 0h \\ II /Q UNIT 11 LOWER LEVEL / ND. PLAN - G1 AREA OF LOWER FLOOR (Alflr): 344 SF AREA OF LOWER ROOF (Alrf): 289 SF AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw-in): 57 SF DATA: ISSUED FOR: A PROPOSED PROJECT FOR: E,D • IC ,■ N®rchitecture /pI®nning inc.I ISSUE DATE: 9270 _ SUBMISSION MB �i O` v 'S I (' JOB NUMBER 1000901 06 -23.06 / DRAWN BY 1.0.S OAK STREET TOWNHOMES, LLC 1 i. j., 0 H UNIT II -CI 8875 SW OAK STREET ■ • 9725 SW BII.N.Nd7EmeNw. 91 503 844 7061 41/004,10 I.;.Iru•o al An +du:. LATER/LL FRAMS PUN TIGA OR 97223 c • ... * s`°'ILE mw'044 7061 ":'vs LOWER ROOR OF l V Bma1m.O w Waos�61 a.�rwmcl.4amn w,... c•ri.n rY.9.w^ SCALE 3OT 1'-0' SHEETS TOTAL $S aD ASR ■_ E . Z W i ni �._ W 7 - . ;,— -, � - -- u •\, =J a , 'jai P€ i! � ; 4�i. O ; -hi _.7 -- q. rn Al It 4 r.• d ft r— T 70 c► 3 Z o ° a e a g 1PR .. 11 I I , . - 0*i d > o Wi n, 17-7 1 1 . 15: 3 , . 1 I r. ' • F L . l -- tz -,. - TO' DE j 0- - 4 At .- ;D' n » i — 14_ • H ft _ nv + _ �� • • �� ;�F �I Y ' s 411. I V 1 —•i • or �t* .,r ,I0 aE • «t AZ -a h 4 _. G D 7.25 7.25 0 Z.( '3 r ° H Y W iii . A` i '' if X19 ;T 1 �I;AZ� � , ■r P. - — ' . ° q1 1 l l , „ 1 ia=PiaF. Fear b m m In GSg - - t: • pl,llp!' . (a�1 ,� ' u g •I f lei i4. j , T r i t P ;aa} t ;J R . + � r�tl ill Ir .si3ts/Ri , y ' $ � . I ' 1 . V. I < < `ilir i Ile, r ' '7 4 ' III ;9 ,G f Ir i, - , u 1 .117E1113 a '1 w p eeid - e . 0s II! 11 t • It ,��� P. �c:wtii s+as. w GM - - ‘7 ° . ( i _______ .rim .;•!.....,,,_ I F{l 1 . x' I I i I� / F ' ~ �` . < ii ..._ l: m m [: ;19]d j A e 5 I 71111► . N •,.' D..b�u I 0 _ e ° ' it is a / �� , e v 1 e e 1 n E. g p a a u � I A Proposed Project f or. _ C �, • � T I�ONa- cnileCNre/Olanninp i =Gl a —' gg 7 e e s Oak Street Townhomes, LLC = ®, ' " '' ,� _ _ eO Ev g "ir A i 8875 SW Oak Street : `?• •' Z _ _- :7_._ i I Tigard, OR 97223 z I�QE c_ =_= __— —. ` __ _ t _ ti::. s — ,.— �::.,. j: w w.. e- _ _ .... s,,m►ra. ........ �1 I S O - i� .... nw:� .... N �1 .... ' i 1I �m."a I II I >e1',°armS "-., E li;li 05R TRIMMER • Caw - ObIPdR MAMMA • CANTRAMR - 1. .,..... -., c�' .. , 17/A c .`. - T.emn mun w LAc4bCt.Wfoli�m, Z ! I III I I V �� =75, ©wun mu+MMm • • put At ' ''.# .�1.4%I..Pe.I3F ' ,Lim O: 1 1 IIIIII Mill p_ew.nru+ 111141111111111 ° /�i iiiiiiin II .... _ . �. O oi li I ra a S V i t ,-- ' III �- - i I1 --,1-7...... � ti1ll I;` _. i l l , lhl°iil -- �� :�-T �� =�E . :� .w-. i i , = - .4 „.0. imi reflri l �......a_,.. O +`, ° ° � � -' � . � 1 � p ' j 'I1 - I• �II R ... a °° Touc j r . n. .a: ..- �a.l tel: °_ °. . - . n... 141 11414.... .. 0 iipp ; , .. -- I ” .... °1 . t ► � = 111 M r 1, i � , ° - MAMA E R ' O r'4.111PAP C A . i k: • -, ^ • •tit d *".111"...' w.... - �� Ti r. - . .__ _.�._ U s � . ...a. 2 , 11■I�I OT1'PICAL OMR WALL PANEL . ...- ■ � i ' rr r r li�� „'� .. • .°� _.... I ��k _ CD IS ,., I I I I -II i fi ((([[[ r M .. 2 r+ N . '�: . : . a w - ` . w`, o .....e ``C- i� w. ....+a 1t�' 1 :� i, +I limas mull_ ""e===.... �� 4 '. � - m o I,, n 11 r m.+."'1 `� I ■ � ` I v �rI �� 3 ■ I � .... O ..a L4 AY `C�'� 0• 3 K G Al �TR��- INLWILL .man 7 -w ■` 7 az-- ���IIl " Il��1l: i I ILenm_7:W,r. ►'!r ".1 o ► ° O 0 ti 11 g m m.......... . ` 55` tt11 11t �J. — IrI'i a m O , � �I �1!� a s m i - u !�I, � � i ili a 1 - 2=-. !! "4-1744- 74 e n m m L= .ITT— . _ � � :�'° . _ —= - - -= _ � ” -� ��f /��I��� +�►i�'�h�ili 111r �:,✓ m��:7= a in I I_ _ � ^' ° '• -' me • : l r3 m ws •• e iTP OTEFPCD tYlttdR WILL Y Ilff T� :1 .` - eT.� .. Ina: mm.- �c mil' � '°� ��'l PAIR TTI • °U. PIA .... � �� : ` -- �L I �aSJ 1 E ....m.....em. ..aw... I rw�c - ^s c ..r. '3�a.c __ _ �. .. N 1 r \! °' 4� rrP, WEAR WALL AT FFF / I I A� �'611 / � ` - _• `i ' ,°a - _. ® RA=PLR IL YENTA A.m. won moo ��( c��_ .- ......I,. �' I ! j...y °... O 1 I /lf r . 1, � n4 M - ...........a- MB .s1.d a ar. _..= N ' M � li _ 4 ". — tmilf _ d i P I PIT" run ...7:-...1.74Y---, RIM _ ° . - ' l A r 1 -,/ �fIIG ;- . !III i ( `r : W nr. 1 , y az� — I, I .- t ' if 6. .. - is�f °.ti3.. 0 miG? -� 1111:1,11t, .. ! 1 .rnul -• MillP/1111V� ill "..7-747.6-3.11..... ®m Er—A-- © Ntm ° ►o.t ilg i - =°�:. _ k .. p raimi 41°— i�II/ �� UV: R- .- Amear otu�aciaA�aa 1xTA_ ... °_1'ii'�� ...".f1.7"---- i' �I�� fl. 0 — ' - �- sox d6A ��: �1�l:� C -. •. :��'c�.. DEPl:1�?.f: 3ln/ E IIfBC rpm ..warn. t9 • • WYM M. 'S n_pRaq @t i RodOq MRYnw PILL O ;R NOLO DOM - AR Typical. MIT AT 6ARR DOOR MOMS WAS �� -oM �� NOTE. ALL DETAILS APPLY AS REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IP NOT PAGED. ALL DETAILS N.T.S. UNLESS NOTED OTHERWISE I 55.06 • NOT PUT O O T191 RU O1 IC :TJ v.eu....r • Lateral Analysis - Wind Calculations IBC Section 1609.6 ` Simplified Wind Load Method UBC Equivalent Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.01 - Unit 11 Issue Date: 6/15/06 Variables Basic wind spd /3 sec.gust equivalent:= 80 I = 1 Exp= B Cq = 1.3 Qs = 16.84 Wind force: P = Ce Cq Qs I Ce Cq Qs I PSF Height (Ht) P1= 0.62 1.3 16.84 1 = 13.6 0' -15' P2= 0.67 1.3 16.84 1 = 14.7 15' - 20' P3= 0.72 1.3 16.84 1 = 15.8 20' - 25' P4= 0.76 1.3 16.84 1 = 16.6 25' - 30' P5= 0.84 1.3 16.84 1 = 18.4 30' - 35' P6= 0.95 1.3 16.84 1 = 20.8 35' - 40' P7= 1.04 1.3 16.84 1 = 22.8 40' - 45' Front to Rear Left to Right Height above ground Height above ground Lower V1 Height PSF Force Px Lower V1 Height PSF Force Px P1= 5.50 13.6 = 75 plf P1= 5.50 13.6 = 75 plf P2= 0.00 "" 14.7 = 0 plf P2= 0.00 14.7 = 0 plf . P3= 0.00 • 15.8 = 0 plf P3= 0.00 • 15.8 = 0 plf P4= 0.00 . 16.6 = 0 plf P4= 0.00 16.6 = 0 plf P5= - 0:00 18.4 = 0 pif P5= 0.00:. 18.4 = 0 plf P6= 0.00 - ' 20.8 = 0 plf P6= 0.00. 20.8 = 0 pif P7= .. Q:QQ 22.8 = Q plf P 0.01) 22.8 = Q plf • H= 5.50 FR -V1 = 75 pif H= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2 +FR -V1= 501 pif LR- V3 +LR- V2 +LR -V1= 600 plf Main V2 Height PSF Force Px Main V2 Height PSF Force Px P1= 1.0.00 . 13.6 = 136 plf P1= .10.00 13.6 = 136 plf P2= 5.00 14.7 = 73 plf P2= , .:.. 5.00 ' • : 14.7 = 73 pif P3= • 0.00 " 15.8 = 0 pif P3= 0.00 15.8 = 0 plf p4= . 0.00 16.6 = 0 plf P4= • 0.00 16.6 = 0 plf P5= 0.00 :' 18.4 = 0 plf P5= 0.00 ' 18.4 = 0 Of P6= . 0,00 20.8 = 0 Of P6= 0.00 20.8 = 0 plf P7= 0.00 22.8 = Q pif P7= -- 0:0Q - 22.8 = Q plf H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 plf LR- V3+LR -V2= 525 pif Upper V3 Height PSF Force Px Upper V3 Height PSF Force Px P1= 0.00. 13.6 = 0 plf P1= 0.00' 13.6 = 0 plf P2= 0.00 , 14.7 = 0 plf P2= .. 0:00 14.7 = 0 pif P3= 5.00 ' 15.8 = 79 pif P3= 5.00 ` 15.8 = 79 plf P4= - 5.00 16.6 = 83 plf P4= 5.00 ;: 16.6 = 83 plf P5 3:00 18.4 = 55 plf P5= . 5.00: -. 18.4 = .92 plf P6= .0.00 . 20.8 = 0 plf P6= ' ' 3.00 .: 20.8 = 62 pif P7= : Q.QQ 22.8 = Q pif P 4.44 22.8 = Q plf H= 13.00 FR -V3 = 217 plf H= 18.00 LR -V3 = 316 plf Adjustments for deadload reduction at foundation - U.B.C. 97 ed. §1621.1 • Front to Rear Height 33.00 Width 15.00 Ratio = 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 38.00 I 4- + Width 1 39.001 Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY C O Norcnirecrure,planl�ing inc. 9725 SW Beaverton Hillstlale Hwy State 210E Beaverton. Oregon 87005.3364 1 a 607.644.7661 6n 603.644.76e6 IntoChaairchtsemam Ammon 6nmda d ArdAS.o NCAR2 oodood lJbaeom • Lateral Analysis - Seismic Calculations .. IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 • Project No: 10009.04.01 - Unit 11 Issue Date: 6/15/06 Mass Weight (W) Dead Load (DL) Areas Factors Front to Rear Roof = 10.00 psf ARrf = :.:.:...:656.00 sf Site Class = ::D HR„ = • 25.00 Floor = 10.00 psf ARw -ex = ;` 195.00 sf S = 77.1: , :., H2flr = - 12 :00 Exterior wall = 10.00 psf ARw -in = : '_''-'98.0.0. sf S = 39.3 • H2rf = ... 1:t00. Interior walls /partitions = 5.00 psf A2flr = ' 585.00 sf F 1 • • H1flr = ••'_1:00 Elevated Concrete Floor = 0.00 psf A2rf = , . 48.00 sf F„ = 1;60 Left to Right A2w-ex = - • .195.00. sf RFR = 6.5_ . HR„ = : 25.00 A2w -in = .. . .9 sf Rut = .6.5 H2flr = .12.00 A1flr = - •34:00 sf S = 0.771 H2rf = 1.1'.00 Al rf = . 289;00 sf SMI = 0.629 H1flr = 1.00 Al w-ex = ---._ 1 i 4 :00 sf Sos = 0.52 A1w -in = , 57.00Is S01 = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 656.00 sf X 10.00 psf = 6560 # Area of upper exterior wall (ARw -ex)= 195.00 sf X 10.00 psf = 1950 # Area of upper interior wall (ARw -in)= 98.00 sf • X 5.00 psf = 490 # Mass of Upper Roof (MUr) = 9000 # Area of 2nd floor & walls . Area of 2nd floor (A2flr) = 585.00 sf X 10.00 psf = 5850 # Area of lower roof or elev. conc slabs (A2rf) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 195.00 sf X 10.00 psf = 1950 # Area of lower interior wall (A2w -in) = 98.00 sf X 5.00 psf = 490 # Mass of 2nd Floor (M2f) = 8770 # Area of 1st floor & walls Area of 1st floor (Alit) = 344.00 sf X 10.00 psf = 3440 # Area of lowest roof or elev. conc slabs(A1 rf) = 289.00 sf X 10.00 psf = 2890 # Area of lowest exterior wall (A1 w -ex) = 114.00 sf X 10.00 psf = 1140 # Area of lowest interior wall (A1w -in) = 57.00 sf X 5.00 psf = 285 # Mass of 1st Floor (M1f) = 7755 # Total Mass (TM) = 25525 Base shear Front to Rear Left to Right V = ((1.2 * Sos) /RFR)W = 0.095 W V = ((1.2 * Sos) /RLR)W =. 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V. total Vt Area psf Roof 6429 25 160714 0.67 1157 1157 0.18 656 1.8 2nd Floor 6264 12 75171 0.31 541 1699 0.27 633 2.7 1st floor 5539 1 5539 D Q2 Ao 1739 0.31 633 2.7 1 = 18232 / = 241425 1.00 1739 4595 Left to Right Area psf Level Wx Hx WxHx Fa V. V total Vt Roof 6429 25 160714 0.67 1157 1157 0.18 656 1.8 2nd Floor 6264 12 75171 0.31 541 1699 0.27 633 2.7 1st floor 5539 1 5.522 0.02 44 1739 0.01 633 2.7 / = 18232 1 = 241425 1.00 1739 4595 • 1. Controlling V per IRC 16 -56 0 �, ( ®rcflitcr C /pl®11nig in C. • \ 8725 Sw Beave HSstlale Hw fli Suite 21 Beaverton, Oregon 87005 -3364 lift 693.64476e1 Gs 503.044.7609 Ildeacenardiarcicom Auer eeeWb d M359v5 NURB rrW.kontNdr600m 1 Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis Governing shear force @ brace wall line: VG = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p = 1.10 Adjusted panel design load : V = 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: V = 3300 # Typical Uplift Calculation: Uplift Put = (((V x Hp) - (((Hp x Wp) x DLp) +(DLOp)) x .5(Wp)) / Wp) +Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V = 330 # Hp = 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu2Assumed = 1000 # Use Holdown: IPu2 I Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over 0 Wi • General Notes: DLp Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): @ 8' -0" plate heights = 8'/3.5 = 2.29' say 2' -3" Hp @ 9'-0° plate heights = 9'/3.5 = 2.57' say 2' -7° @ 10' -0" plate heights = 10'/3.5 = 2.86' say 2' -10° Minimum panel widths In Seismic Zone 4 = (2:1): !Pu1 @ 8' -0" plate heights = 872 = 4' -0" @ 9' -0° plate heights = 972 = 4' -6"' @ 10' -0° plate heights = 10'/2 = 5' -0° 1. Reinforced concrete stem walls below panels may be raised, within limits, per the calculations to achieve desired panel ratios. 2. There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over - I C0 Norchitecture/plannim9 nc. . 5-w B eav e Beav 97005-3364 ,, 61L7.00 Th , e tOt.6«76CY lea^ Anurcan tnam,b d NWT/. NCAR8 wncJIZNT11CGtOn1 Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.01 - Unit 11 ssue Date: 6/15/06 Upper Level - Roof Vx Wind Pnl Pnl Siesmic Forc • Pnl.. Trtb. Pnl. Trib. Seismic Vx V Gov. Design PNL. ' � ; Brace Line Tribe Area Lngth light Wdth. Brg. DL over Load • • - Uplift=Pu' , HD ;HD :Notes. Width Force psf Wind Shears Lo plf ID • plf plf •L H . W Area plf Front to Rear V1 307.0 7.5 1.8 542 217 1629 1629 16.0 8,0 8.0 0.0 0 102 WG 102 1 486 486 V2 349.0 8.5 1.8 616 217 1846 1846 16.0 8.0 8,0 0.0 0 115 WG 115 1 595 595 `A = 656.0 = 1157 Controlling p= 1.00 Left to Right V3 328:0 20.5 1.8 579 316 6485 6485 15.0 8.0 3.0 300.0 12000 432 WG 432 3... -2664 -2664 " 1 40;: ; ' : 5 V4 328.0 20.5 1.8 579 316 6485 6485 15.0 8.0 4.5 300.0 12000 432 WG 432 3 . -2726 -2726 A. ' " ' = 656.0 X = 1157 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. Irnto arcnitecture�planng I 9725 SW Be averton Hlllsdyt Hwy. S in 210E nc. Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.01 - Unit 11 Simplified Seismic Analysis Issue Date: 6/15/06 Main Level - Floor Vx Wind Pnl Phi . Pnl . Trib... Pnl • Trib.. Seismic.. Vx V Gov... DL Design' ''; Acc ,;: : Brace Line Trib. Area Siesmic ' Force Lngth Hght Wdth Brg.: Load Pi . , . • •.Uplift =PU HD ° :. Notes; Width Force psf ;Wind Shears. over Load pi • 'ID °HD of Pif L H W Area . pif Front to Rear V5 316.0 7.5 2.7 848 426 3197 3197 16.0 9.0 8.0 0:0 0 200 WG 200 1 1429 1916 B ' %' -. V6 316.0 7.5 2.7 848 426 3197 3197 16.0 9.0 ' 8.0 0.0 0 200 WG 200 1 1429 2024 = 632.0 X = 1696 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.7 784 525 10245 10245 15.0 9.0 4.5 45.0 1800 683 WG 683 5 5040 5040 "'.?e V8 340.0 , 23.5 2.7 912 525 12347 12347 15.0 9:0 3.5 90.0 3600 823 WG 823 6 , 5447 5447 E'' '. 3,4;5 = 632.0 = 1696 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. X 4 STL. FLAG POLE TO FDN /FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. I 111 i ®rcllirccrurc plfanning Ic: tV 0725 Bo av ton. O 700 - 4 270E n Beaverton.p�apon 97005 -336 1 503 5447461 m. 503.044 .1509 9m4:91mnucn0w 4994 anoao m.o>um d Architects None Im..n3wenmm. • Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 • Proj. No. 10009.04.01 - Unit 11 Simplified Seismic Analysis Issue Date: 6/15/06 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load pi Design Pnl. ID Uplift =Pu Accum. HD Notes Width Force psf plf pif Wind Shears L H W Area over plf Load pif HD Load Front to Rear V9 316.0 7.5 2.7 868 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 3466 H V10 316.0 7.5 2.7 868 501 3757 3757 14.5 8.0 7.3 0.0 0 259 WG 259 1 1775 3800 H I 1 = 632.0 1 = 1736 Controlling 1.00 Left to Right • V11 292.0 19.5 2.7 802 600 11701 11701 10.5 8.0 2.8 108.0 4320 1114 WG 1114 7 6642 11682 M 5 V12 340.0 23.5 2.7 934 600 14101 14101 2.5 8.0 1.3 75.0 3000 5641 WG 5641 8 /STL 43571 49018 M /STL 3,4,6 Z = 632.0 1 = 1736 Controlling 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN /FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT I C i r cncr,pi®nng In 9725 S�V ire Beaverton ure Hillsdale Hw ni Suito 21 c. Beavenon. Oregon 970053364 ,s 503 044 7801 M113 500044.7689 .eo<0.....th ft. tnm I American 14•013,01 e1 NN6etl. NCARa w nW wen. • Shear Panel and Hold Down Schedule • • PANEL IBC 2003 and NDS 2001 ed. \ PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks ' ID Value Requirements Staggered Nailing DF #2 Anchor Bolt HF #2B Connection DF #2 DF #2 Footnoe t 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" © 4' -0" o/c 16d @ 5" o/c 2 x Typ. exterior wall const. 1,2,5,D,E,F 2 380 1/2" CDX 8d @ 4,4,12 16d © 5" o/c 5/8" © 3' -4" o/c 16d @ 3" o/c 3 x 1,4,5,B,D,E,F 3 490 1/2" CDX 8d @ 3,3,12 16d @ 4" o/c 5/8" © 2' -6" o/c 16d @ 10" o/c & A34 © 12" o/c 3 x - 1,2;4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d © 3" o/c 5/8" © 2' -0" o/c 16d @ 4" o/c & A34 @ 12" o/c 3 x 1,2,4,5 „D,E,F 5 770 1/2” CDX 10d @ 2,2,12 16d @ 4" o/c & A34 @ 12" o/c 5/8" © 1' -6" o/c 16d @ 3" o/c & A34 © 12" o/c 3 x 1,2,4,5 „D,E,F 6 980 3/8” CDX ea. side 8d @ 3,3,12 16d @ 8" o/c & A34 @ 6" o/c 5/8" © 16" o/c 16d @ 5" o/c & A34 @ 6" o/c 3 x 1,2,4,5 „D,E,F 7 1280 3/8” CDX ea. side 8d @ 2,2,12 16d @ 3.5" o/c & A34 @ 6" o/c 5/8" © 12" o/c 16d @ 6" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d @ 4" o/c & A34 @ 4" o/c 5/8" © 10" o/c 16d © 3" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1,2,5,D,E,F 9 50 1/2" GWB unblkd. 5d © 7,7,12 16d © 12" o/c 5/8" @ 4' -0" o/c 16d @ 12" o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d © 12" o/c 5/8" © 4' -0" o/c 16d © 12" o/c 2 x t,2,3,5,DE,F 11 150 1/2' GWB blkd ea. side 5d @ 4,4,12 16d @ 12" o/c 5/8" © 4' -0" o/c 16d @ 8" o/c 2 x 1,2,3,5,DE,F 12 175 5/8" GWB blkd ea. side 5d @ 4,4,12 16d p 10" o/c 5/8" @ 4' -0" o/c 16d @ 6" o/c 2 x 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model # Fasteners Remarks Footnote - NA No Hold down Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. A35 260 A35 12 -8d each anchor Install 2- anchors at each end post per condition 3 of Simpson specs. See Typ. Hold Down detail. A 1420 ST22 9 - 16d each end %7 equal strap length min. lap at splices and joints. Provide ''h lap length for continuous straps. 8 B 3140 MST 27 15 - 16d each end %7 equal strap length min. lap at splices and joints. Provide ''h lap length for continuous straps. 4,6,8 C 4395 MST37 21 - 16d each end 'A equal strap length minimum lap at splices and joints. Provide'''/ lap length for continuous straps. 4,6,8 D 4845 MST48 23 - 16d each end '/ equal strap length minimum lap at splices and joints. Provide'' /. lap length for continuous straps. 4,6,8 E 6420 MST60 28 - 16d each end / equal strap length minimum lap at splices and joints. Provide 'A lap length for continuous straps. 4,6,8 F 7395 FTA7 3 - 7/8" MB each end 3 1/2' edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 -1/2" MB Installation in 8° stem wall @ 8' from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 G1 1400 PAHD42 16 - 16d or 3 -1/2" MB Installation in 8' stem wall @''A from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 H 4875 HPAHD22 23 - 16d or 4 - 1/2" MB Installation in 8" stem wall @ 8' from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 H1 2210 HPAHD22 23 - 16d or 4 -1/2" MB Installation in 8° stem wall @'/2" from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32 -16d or (18) 1/4x3 WS 5/8" or 7/8" x 18" embed. AB,SSTB28 AB, 5/8" or 7/8" x 16 5/8" embedment. Equiv. thd rod w /SET epoxy at 8' embed. 5,6,9 I J1 7175 HDQ8 -SDS3 (20) SDS1 /4X3 7/8" x 18" embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod w /SET' epoxy at 10° embed. 5,6,9 K 7460 HD8A 3 MB 7/8" x 18" embed. AB, SSTB28 AB, 7/8" x 16 5/8" embedment. Equiv. thd rod wPSET' epoxy at 10" embed. 5,6,9 L 9540 HD10A 4 - 7/8" MB 7/8" x 18' embed. AB, SSTB28 AB, 7/8" x 16 5/8' embedment. Equiv. thd rod wPSET epoxy at 12" embed. 5,6,7,9 M 11080 HD14A 4 -1" MB 1"x30" w/ 3"x1/4" washer or threaded rod w/ 42" dev.embd. lgth. May be hooked in wall plane. Equiv. thd rod wPSET' epoxy at 18" embed. _ 5,6,7,9 General Notes A. Equal approved /rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel ID #2 without an ' and higher require (1) 3x nominal solid members, 4x4 lumber may be used. 2. Provide 3x P.T. foundation sill plate for walls 4 through 8 w/ 5/8" A.B. as noted & 2" x 2" x 3/16' GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B. when Installed and inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diam. D. The panels indicated may be upsized with any APA rated structural panel, Including OSB products, to units of equal or better value. Values are based on 1 -1/4' min. 8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga. staples. E. The panels indicated are listed in nominal thickness i.e., 15/32' = 1/2 ", 7/16" = 3//8° etc. F. Assumed fnd.: 2500 PSI Conc. Sgl. Pour 15" x 7' ftg. w /(2) cont. #4 rebar, an 8" stem wall w /(1) cont. #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Fnntnntes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100% in seismic zones other than 3 & 4. 4. 3x edge members may be substituted w/ (2) 2x edge members w /10d @ 6' o.c. staggered at alternating sides. See General Note B. 5. Installation into an 8° foundation wall required, min. 2500 PSI concrete anchor bolts to have 2° x 1/16' sq. stl. GI washers. See General Note B. 6. 3x or (2) 2x edge members required for hold down attachment. See footnote #4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) Pi ti HD P.".1 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. •L I' I 97 u cture�pla g in lV 9775 S1N B.erwt MIWaM S c. 'tt9E le ekewrt M;O ° 1111 9 " i' .s.,....,m" Amen. mat.. a w.w "uns ...m.ar.a�