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Plans MIMIC _.. F1 iTek OCT 10 2006 POWER Ta PERFORM.' . MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 608209 Fax 916/676-1909 608209 - -BMC Const - -Oak Street Townhomes 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: R22603514 thru R22603652 My license renewal date for the state of Oregon is June 30, 2008. M5 7 — 062 cg y3a sw , /"4-1-7 - -TE if - 0 26 i a y3 4 / -- oo /0g I( - ao 2 / J 1 "P/2 /r li — ci ZIZ /9 If -o� /9 /°/5c cU7-1 5 / „ � ��ED PROFE \ � GINE /O 15766PE r 9,L ORE! a cb ti ' litr -08 August 29,2006 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. lM1 o (D Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603514 608209 Al ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 2912:14:04 2006 Page 1 I -1-0-0 I 3-5-8 I 5-7-4 5,11 -11 9-2-4 I 12-2-4 I 15-0-0 i 1-0-0 3-5-8 2 -1 -12 0-4-7 3-2 -9 3-0-0 2-9-12 Scale = 1:28.7 4x5 3x4 = 3x6 = 4x5 4 i 5 13 6 7 6.00 3x4 Q 4-1 5-11 - 1] 6-10 3 1 311 65 7 Yi �� - MI �. all _ 2 I 0 � 12 11 10 111., 8-9 Y d alt P� 6x6 3x8 = 6x6 = 14 IM d l Q 3x8 9 MI d 6x8 = 3.00 2x4 II • 12 I 3-5-8 I 5-7-4 I 9.2-4 I 12-2-4 I 15-0-0 I 3-5-8 2 -1 -12 3-7-0 3-0-0 2-9-12 Plate Offsets (X,Y): 19:0- 4- 8,0 -3-81 (10:0 -3 -0,0 -3-81, (12:0- 3 -0,0 -4 -4] LOADING (psf) SPACING . 2 -0-0 CSI DEFL in (Ioc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.10 10-11 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.23 10-11 >757 180 TCDL 7.0 • Rep Stress !nor NO WB 0.97 Horz(TL) 0.11 8 n/a r1/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 73 lb BCDL 100 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc puffins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 9 -7-6 oc bracing. REACTIONS (lb/size) 8= 1202/0 -5.8, 2= 1163/0.5 -8 Max Horz2=49(load case 5) Max Uplift8=- 308(load case 5), 2=- 302(load case 5) Max Grav8=1364(load case 3), 2= 1210(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/52, 2 -3 =- 3113/736, 3 -4=- 2613/706, 4-5=- 2409/669, 5 -13=- 2430/611, 6 -13=- 2430/611, 6 -7 =- 1184/311, 7 -8=- 1302/331 BOT CHORD 2 -12=- 647/2757, 11- 12=- 6262639, 10- 11=- 550/2457, 10- 14=- 221/1169, 9 -14=- 234/1159, 8 -9 =0/34 WEBS 3 -12=- 35/468, 3 -11 =- 428/35, 4-11= 0/406, 5-11 =- 56295, 5-10=-490/223, 6 -1 368/1518, 6 -9 =- 1255/358, 7 -9=- 373/1607 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) Unbal 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. � �ED PR OFFS 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. S� NG .0 8) A plate rating reduction of 20% has been applied for the green lumber members. < /9 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of kI 9 � 1 bearing surface. 157' PE 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . 11) Girder carries hip end with6.0 -0 end setback. A 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2741b down and 1551b up at 5 -8-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. _ :II 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 • � FOONG �J • Continued on page 2 EXPIRATION DATE: 06 -30 -08 August 29,2006 a WARNING • Verify design parameters and READ NOTES ON TIES AND INCLUDED NITRIC REFERENCE PAGE MH.7473 DETORE USE. re Design void for use only with MTek connectors. This design Is based only upon paameten shows, and is for an Individual building component. A Appicobtbty of design paramontors and proper Incorporation of component is responsibiiy of building designer- not truss designer, Bracing shown MiTe k Is for lateral support of individual web members only. Addiliorsal temporary tr acing to insure stability during construc eon Is the responsibility of the erector. Additional permanent bracing of he overall structure is the responsibily ul the buikiing designer. For general guidance regarding fabrication, gutsily control storage, deivery, erection and bracing consult ANSI/TPI1 Dually Criteria, DSBd9 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkile Institute, 583 D'Onotio Drive, Madison. WI 53719. Citrus Heights. CA 95610 • • Job Truss Truss Type Oty Ply 608209• -BMC Const —Oak Street Townhomes R22603514 608209 Al ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:04 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 = -121, 2- 12=- 38(F = -18), 10- 12=- 38(F = -18), 9.10=- 38(F = -18), 8- 9=- 38(F = -18) Concentrated Loads (lb) Vert: 4= -274 • • A WARNING- • Perijtr design parameters and READ NOTES ON TIM AND DVCLUDED MITER REFERENCE PAGE MR 7473 8F7'ORE USE. Design valid for use only with Nifek connectors ills design Is based only upon parannlon shown, and is for an Individual !wilding component. Applicability of design paramenters and properincorporatan of component is rosponsiblity of building designer - not truu designer. Bracing shown MiTek. Is for lateral support of Individual web rmmbxirs only. Additional temporary baring to 'insure statslity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsiblity of Cie building designer. For general guidance regarding - fabrication, quaiy control storage, delvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison. 1M 53719, Citrus Heights. CA 95610 • r ! Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603515 608209 A2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:05 2006 Page 1 - I 2 -1 -12 I 7 -7-4 7 -11 10-6-0 I 12 -2-4 I 15-0-0 I - 1b0 2 -1 -12 5-5-8 0-4-7 2 -6-5 1 2 - 9 - 12 Scale = 1:29.9 4x5 i 3x4 = 4 7 3x4 = 3x4 = 4 5 6 7 6.00 FIT 4-11 5-1 6-13 6- 1-0 a5 7-, $ 3x4 l'. d b 3 .SQ 311 �� V sl VL12 2 r N %� 12 11 10 �� • 5x6 = 3x10 = 5x5 = 9 .� 3x5 % 5x10 = 1.5x4 II • 3.00 12 I 2 -1 -12 I 7 -7-4 I 10-6-0 I 12 -2-4 I 15 I 2 - - 12 5-5-8 2 -10-12 1-8-4 2-9-12 ' Plate Offsets (X,Y): [9:0 -5 -0,0 -2-41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.08 11 -12 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 . BC 0.51 Vert(TL) -0.19 11 -12 >948 180 TCDL 7.0 Rep Stress Incr YES WB 0.77 Hotz(TL) 0.06 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 69 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-4-4 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 10-0 -0 oc bracing. REACTIONS (lb/size) 8= 613/0-5-8, 2= 698/0.5 -8 Max Horz2=53(load case 5) Max Uptift8=- 117(load case 5), 2=- 178(Ioad case 5) Max Grav8=701(load case 3), 2= 838(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2-3=-1896/287, 3 -4=- 898/179, 4 -5 =- 754/202, 5-6 =- 587/152, 6-7 =- 411/125, 7 -8= -671/141 BOT CHORD 2 -12=- 263/1647, 11- 12=- 266/1564, 10- 11=- 51/595, 9 -10=- 19/406, 8 -9 =0/50 WEBS 3- 12=0/376, 3 -11 =- 862/171, 4- 11=- 79 /135, 5 -11 =- 75/453, 5 -10=- 276/76, 6 -1 63/405, 6 -9 =- 589/110, 7 -9=- 121/681 . 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) Unbalanced snow loads have been considered for this design 4) This truss has been designed for ZOO times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. p PR OF p, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �� NGiN.c% 8) A plate rating reduction of 20% has been applied for the green lumber members. r $ 9 2 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 4 4 y bearing surface. cc. 157 PE 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 Aillik Ni in eDONG - • I EXPIRATION DATE: 06 -30 -08 August 29,2006 a • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REVERENCE PADS ME.7473 BEFORE USE. Mt Design void for use only with MTek connectors, This design Is based only upon parameters shown, and Is for an Individual building component. Applcabllty of design commenters and proper incorpornIon of component is rosponsibilty of building designer - not truss designer. Bmdng shown l iTek is for lateral support of individual web members only. Additrornat temporary tracing to Insure stabtUty during construction Is the responsibility of the erector. Addllionot permanent bracing of he overall structure is the responsiblly of he building designer. For general guidance regarding lubrication, quoit) control storage. delvery, erection and bracing, consul' ANSI/TPII Quality Criteria, DS1149 and BCSI1 Building Componont 7777 Greenback Lane. Stile 109 Solely Information available from Truss Pbto Institu to. 583 D'Ono hie Drive, Madison. Nri 53719. Citrus Heights, CA, 95610 I' t. 1 Job Truss Truss Type Oty Ply 608209 -4BMC Const- -Oak Street Townhomes R22603516 608209 A2A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:06 2006 Page 1 -1-0 -0 I 3-5-8 I 7 -7-4 7 -11 9-2-4 I 12 -2-4 I 15-0-0 1-0-0 3-5-8 4-1 -12 0-4-7 1 -2 -9 3-0-0 2-9-12 Scale= 1:30.2 454 i 3x4 = 47 3x4 = 3x4 = 4 5 6 7 • .J w 6.00 12 7 354 4-11 5- 5-1 610 31-4 6S 7 •-•( e s, 3-11 0 1 - • nme • y� 1 di 2 1 72 11 10 r y ii o ld it 5x5= 3x8= 5x5= d I 9 3x5 % 5510 = 1.5x4 II 3.00 12 35.8 I 7 -7-4 ( 9-2-4 l 12 -2-4 I 15-0-0 I 3-5-8 4-1 -12 1-7-0 3-0-0 2-9-12 Plate Offsets (X,Y): [9:0- 5- 0,0 -2 -4] • LOADING (psi) SPACING 2 - CSI DEFL in (leer) b/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.07 11 -12 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.16 11 -12 >999 . 180 • TCDL 7.0 Rep Stress [nor YES WB 0.48 Horz(TL) 0.07 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matra) Weight: 671b BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-4-13 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) 8= 613/0 -5 -8, 2= 698/0 -5-8 Max Horz2= 53(load case 5) Max Uplift8=- 117(load case 5), 2=- 178(load case 5) Max Grav8= 701(load case 3), 2= 838(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 1924/306, 3-4=- 935/191, 45 =- 801/203, 5-6=- 715/180, 6-7 =- 421/126, 7 -8=- 671/139 BOT CHORD 2 -12=- 267/1659, 11 -12 =- 257/1567, 10 -11 =- 79/724, 9 -10=- 23/421, 8 -9 =0/50 WEBS 3-12 =- 12/430, 3 -11 =- 846/164, 4-11=0/221, 5 -11 =- 46/360, 5.1(=- 235/75, 6 -10=- 79/483, 6 -9= -606/123, 7 -9 =- 123/699 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 psi (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 psi on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. PR 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. gp ape 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. is 8) A plate rating reduction of 20% has been applied for the green lumber members. G � Fig X02 9) 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. 5 66PE � < 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/7P' 1. — e LOAD CASE(S) Standard sig 4. 0 3e1 A f F �J OONG EXPIRATION DATE: 06 - 30 - 08 August 29,2006 1 � l A WARNING • Verify design parameters and READ NOTES ON MIS AND INCLUDED MITES REFERENCE PAGE MII7473 BEFORE USE ■TW p Design void for use only with MTek connectors This design Is bused only upon pararmters shorn, and is for an individual buitng component. AppBcalNtity of design paramenters and properincorporaton of component Is responsibility of building designer - not truss designer. Bracing shown M iTek Is for lateral supped of individual web members only. Additional tempowry bracing to insure stability during construction Is the responsibility of the erector. Addllional permanent bracing of the overall structure is Ise responsibilty o1 the building designer. For general guidance regarding labricolbn, gushy conhoL storage, delvery, erection and bracing, consult ANSI/TPI1 Oudlty CWBadq 016.89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety intormatton available from True Pkrle Institute, 583 D'Onohio Drive, Madison, WI 53719. Citrus Heights. CFA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603517 608209 AS ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:07 2008 Page 1 1 -1-0-0 1 7 -74 I 9-11-11 I 15-0-0 I - 1-0-0 7 -7-4 2-4-7 4 5-0-5 Scale= 1:29.8 4x5 - 3 .5 4x8 = 5 3 _ 8 • 6.00 12 :r� = .I J . g 14 d 2 J Y ej ►Mt ►M4 ►� 7 ►�/ 3x8 = 3x5 = - • 3 x 4 1 1 1 7 -7-4 1 15-0-0 ' 7 -7-4 7 Plate Offsets (X,Y): (2:0.4- 12.0 -1.8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP . TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.12 2 -7 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.61 Vert(TL) -0.27 2 -7 >642 180 TCDL 7.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 6 n/a Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 64 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 4 DF No.2 G *Except' BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 3.7 2 X 3 SPF Stud, 5 -7 2 X 4 HF Std REACTIONS (lb/size) 6= 696/0 -5-8, 2= 756/0 -5-8 Max Horz2=195(load case 5) Max Uplift6=- 293(load case 5), 2=- 229(load case 5) Max Grav6=696(load case 1), 2=1005(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 1323/307, 3 -4 =- 128/0, 3-8 =- 1063/489, 5 -8 =- 1063/489, 5 -6 =- 627/323 BOT CHORD 2- 7=- 378/1053, 6-7 =0/111 WEBS 3 -7 =- 331288, 5- 7=- 455/1159 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) 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. • � (>, E P R �fF 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. �'\ IN rj' / 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � N 9 01, 8) A plate rating reduction of 20% has been applied for the green lumber members. Kr y 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 157 r, • PE c LOAD CASES) Standard A - "k mig 1 Igie ' di , . i GONG ` EXPIRATION DATE: 06 -30 -08 August 29,2006 a WARNING • Verify design parameter and READ NOTES ON I7DS AND INCLUDED MITER REVERENCE PAGE MM11-7479 BE ORE USE. D Mil esign veld for use only with MTok connectois. Tits design Is based only upon porametea shovel, and Is for an Individual building component. Appicablty of design parameters and properincorporaion of component Is responslbirty of building designer • not truss designer. Bracing shown MiTek Is for lateral support of Individual web rnamtxns only. Additional temporary b acing to Insure stability during construction Is the responsibility of the enactor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .eerar..- fabrication, cruelty control storage, deivery, erection and bracing, consult ANSI/Mil audit/ Criteria, 056.89 and BCSII &slldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Orotrio Drive, Madison, VA 33719. Citrus Heights, CA 95610 rr e Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603518 608209 A3A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:09 2006 Page 1 I -1-0-0 1 210-12 1 7-7-4 I 9-11-11 11 04 -0 12 -2-4 I 15-0-0 1 1-0-0 2-0-12 5-6-8 2-4-7 5 0-7 -5 1 -7-4 2 -9-12 4 4x6 Scale= 1:29.9 3x4 = 4-8 3x4 = 3x4 = . 14 6 7 B 6� w r . .. ./ J . . : 3x4 s ° 1 3 yc•)2 � 1 . I $ 13 12 11 PM M 5x8 = 3x10 = 5x5 = 10 111.,;,:i 3x6 5x10 = 1.5x4 II 3.00 12 I 2-0-12 I 7 -7-4 I 10 1 12 - 2-4 1 15-0-0 1 2-0-12 5-6-8 2 -11 -12 1 -7-4 2-9-12 Plate Offsets (X,Y): 110:0 -5 -0,0 -2-41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.10 12 -13 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.60 .. Vert(TL) -0.22 12 -13 >818 160 TCDL 7.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 9 n/a r✓a BCLL 0.0 Code IBC2003/TP12002 (Matra) Weight: 72 lb • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-4 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 8 -2 -13 oc bracing. REACTIONS (lb/size) 9= 698/0 -5-8, 2= 758/0 -5-8 Max Horz2= 194(Ioad case 5) Max Uplift9= 293(Ioad case 5), 2=- 230(Ioad case 5) Max Grav9= 698(load case 1), 2= 1007(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3 =- 2346/480, 3 -4=- 1330/352, 4-5=- 128/0, 4-14 =- 1124/514, 6 -14 =- 1124/514, 6 -7 =- 733/394, 7-8=-439/250, 8 -9 =- 670/317 BOT CHORD 2-13=-565/2029, 12- 13=- 550/1924, 11- 12=- 300/750, 10- 11=- 141/430, 9-10 =0/48 WEBS 3 -13=- 48/441, 3 -12 =- 813/145, 4-12 =- 168/143, 6-12 =- 169/572,6 -11 =- 528299, 7 -11 =- 334/683, 7 -10=- 624/300, 8 -10=- 330/734 NOTES 1) Wind: ASCE 7-02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category ll; 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. PR 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. �� Of fs 5) Provide adequate drainage to prevent water ponding. ( \� s 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L I � /0 2 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. 15 / • 6P E 9 9) Bearing at joint(s) 2 considers parallel to grain value using ANS)/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. LOAD CASE(S) Standard •- `] L O� � N NI ' •� . ' _,J FDONG EXPIRATION DATE: 06 -30 -08 j August 29,2006 • • a WARNING • Verifil design parameters and READ NOTES ON TRW AND DJCLUDED ETTPR REFERENCE PAGE MD- -7473 BEFORE USE NT Design veld for use only with Wok connectors. This design Is based only upon parameters shown, and is for an hdividual building component. Applicability of design paramenters and proper Incorporation of component Is responsibilyof building designer- not truss designer. Bracing shown IVIiTek- Is for lateral support of hdlvidual web members only. Additional temporary booing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responslbtly of the building designer. For general guidance regarding fabrication, dually conhol storage, delvery. erection and bracing. consult ANSI/IPII Oudly Criteria, 056-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety brfomnaion available from Truss Pinto Institute, 383 D'Onohto Drive, Madison WI 53719. Carus Heights. C.A. 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603519 608209 • A4 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:10 2006 Page 1 I - I 5 - I 11-7-4 11 15-0-0 I 1- 0-0 5-11 -5 5-7 -15 0-4-7 3.0.5 4x4 Scale = 1:40.1 4-5 3x5 = 4 5 6.00 FF 3x4 i • 18 st V . I / Y D I. 2 ...i dllIllIlliAll 1 �t•I y � Y X '4 3x5 = 8 7 6 1.5x4 I I 4x8 = 2c4 II I 5-11 -5 I 11 -7-4 I 15-0-0 I 5-11 -5 5-7 -15 3-4-12 Plate Offsets (X,Y): (2:0- 2- 4,0 -1.8) LOADING (psf) SPACING 2 - CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.05 2 -8 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.12 2 -8 >999 180 TCDL • 7.0 Rep Stress !nor YES WB 0.95 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IBC2003/1 P12002 (Matrix) Weight: 66 lb BCDL 10.0 c LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4 -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= 613/0 -5-8, 2= 698/0 -5-8 Max Horz2= 70(load case 5) Max Uplift6=- 127(Ioad case 5), 2= 176(load case 5) Max Grav6= 619(load case 2), 2= 956(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 1306 /175, 3-4=- 524/122, 4 -5 =- 359/147, 5-6=-593/161 BOT CHORD 2- 8=- 138/1053, 7 -8=- 138 /1053, 6 -7 =0/79 WEBS 3 -8 =0251, 3 -7 =- 789/172, 4- 7=- 172/60, 5-7 =- 135/720 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) 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. P R 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � ,�EQ Offs 7 This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. c N N s� O 8) A plate rating reduction of 20% has been applied for the green lumber members. O� 2 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4V 9 1 576' ' E r LOAD CASE(S) Standard Irbi ii. . FDONG .4 EXPIRATION DATE: 06 -30 -08 August 29,2006 t I Al WARNING. • Verify daslgn parameters and READ NOTES ON TilS AND DeCLUDED MITER REFERENCE PAGE 11E - 7473 BEFORE USE I Design wad for use only with IvfTek connectors This design Is based only upon parameters shows, and is for an Individual building component. Appicabitty of design pararnentors and proper Incorporation of component Is responsibily of building designer - not truss designer. Bracing shown MiTek. Is for lateral support of individual won members only. Additional temporary tracing to Insure suability during construction Is rho responsibility of the erector. Additional permanent bracing of the overall shucture is the responslblly of the building designer. For general guklance regarding Wildcatter). cooly control storage. delvery, erection and bracing, consult ANSI/1Pl1 Qualify Criteria, DS8 -89 and BCSI1 Bulidng Component 7777 Greenback Lane. Stile 109 Safely Information available from. Truss Pkrte Institute, 383 D'Onohio Drive, Madison, NA 33719. Citrus Heights. CA, 95610 At ■ Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R2260352C 608209 45 ROOF TRUSS 2 1 Job Reference (optional) BMC West- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:11 2006 Page 1 I -1-" I 5-11 -5 I 11 -7-4 I 13 -11 -11 1 15-0-0 I 1 -0-0 5-11 -5 5-7 -15 2 -4-7 5 1-0-5 4x6 i Scale a 1:41.8 • .1 4x5 = 4 10 6 • * . 6.00 FIF aw 3x4 �5 7 J 3 sir 's 1• 2 . _. gg illIllIllIlllg t I dddddd �� 1:4 *m/ iii 3x5 G 9 8 7 1.5x4 I I 4x8 = 2x4 I I I 5-11 -5 1 11 -7-4 I 15 5-11 -5 5-7 -15 3-4-12 Plate Offsets (X,Y): F2:0 -2- 10,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) l/detl Lid PLATES GRIP TCLL • 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.06 2 -9 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 . . BC 0.43 Vert(TL) -0.13 2 -9 >999 180 BCD 0 . 0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 7 rile n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-8 -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. WEBS 1 Row at midpt 6 -7 REACTIONS (lb/size) 7=737/0-5-8, 2= 718/0 -5-8 Max Horz2= 211(load case 5) Max Uplift7=- 384(Ioad case 5), 2=- 147(load case 5) Max Grav7= 971(load case 2), 2= 1014(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 1422/105, 3-4 =- 660 /67, 4-5=- 128/0, 4- 10= -496252, 6-10=-496/252, 6 -7 =- 938/412 BOT CHORD 2 -9=- 214/1153, 8- 9=- 214/1153, 7-8 =0/74 WEBS 3 -9 =0251, 3-8 =- 753/143, 4.8 =- 417253, 6- 8=- 333/981 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) TOLL: 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. 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. ��.p PROF6- 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. cD G) _ S' 8) A plate rating reduction of 20% has been applied for the green lumber members. �\ N � 9 0 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �1V 157:?. // PE f _ LOAD CASE(S) Standar . • Illior . i 9 ` «' RY 2S' F OONG 'l J • EXPIRATION DATE: 06 -30 -08 August 29,2006 / Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR- -7473 BEFORE USE Design void for use only with Wok connectors. This design is based only upon paramoten shown, and is for an Individual building component. Appocabtbly of design paramonters and proper incorpofoton of component is rasponslbilty of building designer - not truss designer. Bracing shown MiTek- Is for meal support of individual web members only. Additional temporary bating to insure stabltty during construction Is the responsibility of the elector. Additional permanent bracing of the overall structure is the responsibil ly of Ate buikiutg designer. For general guidance regarding - fabrication, qualty control storage, delvery, erection and bracing consul ANSI/TPI1 Quality Criteria, DSB-89 and BCSIt Bullring Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Plate Institute, 383 D'Onc,luo Drive. Madison. 141 53719. Citrus Heights. CA 95610 II/ % Job Truss Truss Type Oty - Ply 608209 - -BMC Const- -Oak Street Townhomes R22603521 608209 A6 MONO TRUSS 5 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:12 2006 Page 1 I -1-0-0 1 5-8-8 I 10-5-0 I 15-0-0 I 1.0-0 5-8-8 4 -8-8 4-7-0 3x4 II Scale: 1/4•=1' 7 . 6 — 1.5x4 1.5x4 II 6.00 12 q 5 -..�. 70 3x6 = ' 1.5x4 7 -7 3 2 31 _: . 3x5 - 9 8 . 3x4 = 4x6 = I 10-5-0 I 15-0-0 I 10-5-0 4-7-0 • LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.18 2 -9 >985 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.54 2 -9 >323 180 TCDL 7.0 Rep Stress Incr NO WB 0:39 Horz(TL) 0.01 8 Na Na BCLL 0.0 Code IBC2003/fPI2002 (Matrix) Weignt: 82 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 6 DF 2400F 1.7E end verticals. WEBS 2 X 3 SPF Stud 'Except* . BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 6-8 2 X 6 DF 2400F 1.7E JOINTS 1 Brace at Jt(s): 10 REACTIONS (lb/size) 8= 772/0 -5 -8, 2= 713/0 -5-8 Max Horz2= 96(load case 3) Max Uplifi8=- 187(load case 3), 2=- 169(load case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/57, 2- 3=- 857/183, 3-4 - - 473/88, 4 -5 =- 268/102, 5-6=- 122/514, 6-7 =- 18/0, 8-10 =- 377/125, 6- 10=- 373/123 BOT CHORD 2 -9 =- 172/724, 8 -9 =0/338 WEBS 3- 9= -445/206, 4-9=0/260, 5 -10=- 738/251 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) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1 . PR OFt 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). g N ss/ LOAD CASE(S) Standard mac. t. % 9 C;'. 1) Snow. Lumber Increase =1.15, Plate Increase =1.15 157 e'e PE -9 r Uniform Loads A Vert: 1- 66 = -=- 64, 6-7=-64, 2- 9 = -20, 8- 9=- 60(F =-40) , _ L fr ) /lir 9 F OONG .J EXPIRATION DATE: 06 -30 -08 August 29,2006 • Ak WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M2-7979 BEFORE USE rag Design void for use only with MTok connoc tors This design Is based only upon pararreten shove. and Is for an hdividunl buldhg component. Appicabllry of design paramenten and properincorpord /on of component is responrbily of building designer- not truss designer. Brodng shown _ iTek is for lateral support of hdivldual web members only. Additional temporary tracing lo unsure stabldty during construction Is the responsibility of the erector. Additional permanent bracing o1 the overall structure is Ile responsibily of Be buiklhg designer. For general guidance regarding fabrication, cruelty control storage, delvery, erection and tracing. consul ANSVTPI1 Quality Criteria, DSB-69 and BCS11 Bulking Component 7777 Greenback Lana. Suite 109 Safety Irdorrnation available from Truss Plate Inslituto, 383 D'Onohio Drive, Madison, yr1 33719, Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603523 608209 81 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:14 2006 Page 1 I 3-54 I 5-74 5,11 -1.1 9-24 I 12 -24 15-0-0 I 3-5-8 2 -1 -12 5-4-7 3-2 -9 3-0-0 2 -9-12 Scale = 1:26.9 4x5 ' . 3x4 = 3x6 = 4x5 = 3 ' 4 12 5 6 . ] 6.00 12 O. 3x4 -:-.-- :.,-1) 410 7-£ 59 .,•iiiii 00 1111111111111111111.11 I ft • - 1 -3 2 2 -10 ofte 0 11 f 11 10 9. 7$ Y d 0 3 6x6 = 3x8 = 6x6 = 13 , - d 3x8 % 8 d 3.00 Fi 6x8 Zvi I I 3-58 I 5-7-4 9-2-4 I 12 -2-4 I 15-0-0 3-5-8 2 -1 -12 3-7-0 3-0-0 2 -9-12 Plate Offsets (X,Y): [8:0-4-8,0-3-81,19:0-3-0,0-3-8], [11:0- 3 -0,0 -4-4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.10 9 -10 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.83 • Vert( L) -0.23 9 -10 >754 180 TCDL 7.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.11 7 n/a n/a •- BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 71 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-2 -15 oc purlins, except - BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. REACTIONS (lb/size) 1= 1081/0 -5-8, 7= 1206/0 -5-8 • Max Horz1= 23(load case 5) Max Uplift1=- 243(load case 5), 7=- 311(load case 5) Max Grav1= 1085(load case 2), 7= 1365(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 3163!779, 2-3=-2617/721, 3 -4=- 2412/683, 4-12 =- 2433 / 619, 5-12 =- 2433/619, 5-6 =- 1185/314, 6- 7=- 1303/334 BOT CHORD 1 -11 =- 6912806, 10-11=-662/2681, 9-10=-558/2460, 9 -13 =- 224/1170, 8 -13 =- 236/1160, 7- 8=0/34 WEBS 2 -11 =- 57/494, 2- 10=- 471/60, 3-10= 0/413, 4-10 =- 58/305, 49=- 491226, 5-9 =- 374/1519, 5 -8=- 1256!362, 6 -8 =- 377/1608 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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. (` �EQ PR Of£s 7) A plate rating reduction of 20% has been applied for the green lumber members. c; NGI N ucj 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 1� / . 2 bearing surface. 7 L 1 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CC 157 ! • PE r 10) Girder carries hip end with 6-0-0 end setback _ 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2741b down and 1551b up at 5 -8 -8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. III Ore& I • 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • ; g • LOAD CASE(S) Standard - ' � � R ZS • J ) F OONG Continued on page 2 EXPIRATION DATE: 06 -30 -08 • August 29,2006 ■ ■ a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED INTER' REFERENCE PAGE z u.7473 BEFORE USE. BEI Design veld for use only with MTek connectors This design Is based only upon pararnelen shows, and is for an Individual building component. Appbcabltty of design paramenters and proper Incorporaton of component B responsibily of building designer- not truss designer. Bracing shown MiTek. Is for lateral support of Individual woe members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of he overall shuclure is line responsblly of the bulklrrg designer. For general guidance regarding lubrication, qualty control storage, delvery, erection and bracing. corsun ANSI/Tell Ovally Criteria, DSB -89 and BCSI1 Bulldnp Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. V453719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603521 608209 B1 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:14 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 -6= -121, 1- 11=- 38(F = -18), 9- 11=- 38(F = -18), 8-9=-38(F=-18), 7-8=-38(F=-18) Concentrated Loads (lb) Vert: 3= -274 • • • p n AI WARNING. • Verify design Parameters and READ NOTES ON THIS AND INCLUDED AIITHC REFERENCE PAGE ASD• 7473 acrows USE ®{}� Design veld for use only with MTek connectors. TNs design Is based only upon parameters shown. and is la an Individual bulling component. i9Y� Appicabihty of design paramo raters and proper incorporaton of component is responrbllly of building designer - not truss designer. Bracing shown _ £ _ iTe k Is for Lateral supped of InaMdual web members only. Additional temporary bating to trssure stabltty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guksance regarding Lubrication 4uaity conhol storage, deivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Wiling Component 7777 Greenback Lane. Suite 109 Saloy INomratlon available from Truss Plate Institute, 383 D'Onohio Drive, Madison. W 53719. Citrus Heights. CA 95610 • .1 4 Job Truss Truss Type Oty Ply 608209 - -BMC Const--Oak Street Townhomes R22603521 608209 B2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:15 2006 Page 1 I 2 -1 -12 I 7 -7 -4 7. 1 11 11 10-6-0 I 12-2-4 I 15-0 -0 I 2 -1 -12 5-5-8 0-4-7 2-6-5 1-8-4 2 -9-12 Scale= 1:29.2 4x5 3x4 = 3 3x4 = 3x4 = 3 4 5 6 6.00112 El 1-3 13 a1 l-E 5-• d _ 3x4 1....... ° 2 2 -10 1 � V M N ■. , mur I li �� 11 1 9 �•4-1 5x6= 3x10= 5x5 = 8 FM 3x5 % 5x10 = 1.5x4 II 3.00 FIT I 2-1 -12 I 7 -7-4 I 10-6-0 I 12 -2-4 I 15-0 -0 2 -1 -12 5-5-8 2-10-12 1-8-4 2 -9-12 Plate Offsets (X,Y): [8:0-5-0,0-2-4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.08 10-11 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.19 10-11 >922 180 TCDL 7.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.07 7 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 67 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-3-2 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 10-0-0 oc bracing. • REACTIONS (lb/size) 1= 616/0 -5 -8, 7= 616/0 -5-8 Max Horz1= 31(load case 5) Max Uplift1=- 119(load case 5), 7 =- 120(load case 5) Max Grav1= 714(Ioad case 2), 7= 702(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 1990/337, 2 -3=- 906/186, 3-4=-761/209, 4 -5 =- 588/155, 5 -6 =- 412/127, 6 -7 =- 671/144 BOT CHORD 1- 11=- 314/1743, 10-11=-310/1646, 9-10 =- 54/596, 8-9 21/406, 7- 8=0/50 WEBS 2 -11 =- 2/403, 2-10=-933/209, 3-10 =- 74/136, 4-10 =- 79/461, 4-9=- 279/79, 5-9 67/409, 5- 8=- 589/113, 6- 8=- 125/681 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � D PR OFe. s 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � E 7) A plate rating reduction of 20% has been applied for the green lumber members. .\ � G(N rS � /0 c, 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of / 9 2 1/4. 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 rr • PE r LOAD CASE(S) Standard , 4�� ., DONG EXPIRATION DATE: 06 -30 -08 j August 29, 2006 4 1 a WARNING. VarlJ , design paramotoa and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Md- -7473 aEr'ORE USE D lilt esign veld for use any with MTok connectors. The design Is based only upon parameters shows. and is for an IndMdual building component. AppBCadGty of design pamrnentors and properincorporaton of component is respontlwly of building designer- not truss designer. Bracing shown M iTe k• Is for lateral wpporl of i ndh4dual web members only. Additional temporary baasg to ensure slablity during construction is the responsibility of the erector. Additional permanent bracing of Inc overall structure is the responslbilty of the buikli ng designer. For general guidance regarding .c.cn.e.c..v.r.- fabrication qualy control 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 Truss Plate Institute, 583 D'Onoaio Drive, Madison IM 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R226035251 608209 B2A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:16 2006 Page 1 3-5-8 I 7 -7 -4 7 -11 9-2-4 I 12 -2-4 I 15-60 3-5-8 4-1 -12 0-4-7 1 -2 -9 3-0-0 2 -9-12 Scale = 1:29.5 4x4 3x4 = 3-6 3x4 = 3x4 = • 3 4 5 6 rerw 6.00 12 as. _ i wire we 1) 4 r 7-9 5-9 1 -3 3x4 6 6. d 2 a -1► 2 -10 - 21e..— eewe Y 1 - i Si 11 10 9 �� - r O l e MI 5x5 = 3x8 = 5x5 = m 8 3x5 % 5x10 = 3.00 1.5x4 II 12 3.5.8 I 7 -7-4 I 9-2-4 I 12 -2-4 I 15-0-0 3-5-8 4-1 -12 1 -7-0 3-0-0 2-9-12 Plate Offsets (X,Y): [8:0- 5 -0,0 -2-4] LOADING (psf) SPACING 2 - CSI DEFL in (Ioc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) - 0.07 10-11 >999 240 MT20 197/144 • (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.16 10-11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.08 7 Na rile BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 66 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP.CHORD Structural wood sheathing directly applied or 4-3-6 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) 1= 616/0 -5 -8, 7= 616/0 -5-8 Max Horz1= 31(load case 5) Max Upliftl=- 119(load case 5), 7=- 120(load case 5) Max Grav1= 714(load case 2), 7= 702(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 1995/344, 2 -3=- 944/199, 3-4=-809/209, 4 -5 =- 722/185, 5-6= -421/128, 6- 7=- 672/142 BOT CHORD 1- 11=- 306/1731, 10 -11 =- 291/1630, 9- 10=- 84/730, 8-9 =- 24/421, 7- 8=0/50 WEBS 2- 11=- 29/462, 2- 10=- 8991193, 3 -10 =0222, 4- 10=- 48/363, 4-9 =- 239177, 5-9 =- 84/489, 5-8=- 607/126, 6-8=- 126/700 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� PR OFe 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. �� , . o 8) 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 / 9 o bearing surface. CC- � I / y 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15 6PE r LOAD CASE(S) Standard / 1111 41101P OR . 4L .1116*,; o : cb : i 9F OONG '4J _ EXPIRATION DATE: 06 -30 -08 August 29,2006 e • A WARNII✓O • Verify design parameters and READ NOTE6 ON TRW AND INCLUDED BITER REFERENCE PAGE MII -7073 BEFORE USE Desig,i vald for use only with Mink connectors. This rn design Is based only upon paraoten shown, and is for an Individual building component. Flit Appicabltly of design parnmenters and proper incorporolon of component is responsibilty of building designer- nor truss designer. Bracing shown MI Te k . Is for lateral support of individual web numbers only. Additional temporary tracing to Insure stabitiry during construction Is the responsibility of the erecter. Additional permanent bracing of Pre overall structure Is the responslbllty of Me building designer. For general guidance regarding fabrication. quolty control storage, delvery, erection and bracing, consult ANSI/TF.11 Quality CrParia, 058-89 and BCSIt Bulking Component 7777 Greenback Lane. Suite 109 Saloty Intormalion available from Truss Pinto Institute, 583 D'Onotrlo Drive, Madison WI 53719. Citrus Heights. CA, 95610 fl 1 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603526 608209 83 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:17 2006 Page 1 I 7 -7-4 I 9 -11 -11 I 15-0-0 7 -7-4 2-4-7 3 5-0-5 Scale= 1:29.4 4x6 2-4 4x8 = . 2 7 4 6.00 1 f 1 -3 I j{ 46 4-5 p _1 O 1 r 1 ► -• 6 3x10 = 3x5 = 3x4 I I I 7 -7-4 I 15-0 -0 7-7-4 7-4-12 Plate Offsets (X,Y): [1:0- 10 -0,0 -0.6) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.14 1 -6 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.68 Vert(TL) -0.30 1 -6 >591 180 TCDL 7.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.02 5 n/a n/a . 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 3.10 -14 oc purlins, except - BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 4 DF No.2 G 'Except' BOT CHORD Rigid ceiling directly applied or 9 -11 -3 oc bracing. 2-6 2 X 3 SPF Stud, 4-6 2 X 4 HF Std REACTIONS (lb/size) 1= 674/0 -5-8, 5= 700/0 -5-8 Max Horz1= 170(load case 5) Max Upliftl=- 170(load case 5), 5=- 296(load case 5) Max Grav1= 881(load case 2), 5= 700(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 1338/315, 2- 3=- 109/0, 2- 7=- 1078/498, 47 =- 1078/498, 4 -5 =- 632/327 BOT CHORD 1 -6 =- 386/1069, 5-6 =0/111 ' WEBS 2- 6=- 331/288, 4- 6= -466/1179 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) Unbalanced snow loads have been considered for this design 4) Provide adequate drainage to prevent water ponding. PR 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (1,E.D Opp This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. h \ , � (v s' 7) A plate rating reduction of 20% has been applied for the green lumber members. C / 9 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. k, y 1571: PE r LOAD CASE(S) Standard z. 1111, ■'1 i O ,:01;,-,.. mil 111101. `. 1 i FDONG 'l EXPIRATION DATE: 06 -30 -08 August 29,2006 1 e a WARNDIG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES RETERENCE PAGE X17-7473 =TORE USE. D MIN esign void for use only with n.4Tek connectors. This design Is based only upon paramvlea shown, and Is for an Individual building component. Apptcablly of design paramentors and proper incorporaion of component Is responsibility of buitdeg designer- not truss designer. Bracing shown _ iTe k is for lateml support o1 Indndual web mombofs only. Additional temi pray d acing to insure stability during corutruc lion Is the responsibility of the erector. Additional permanent bracing of the overall shucture is the respondbilyol the butkthng designer. For general guidance regarding fabrication. quail control storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DS11-89 and BCSI1 8ufldng Component 7777 Greenback Lane. Suite 109 Safely b tormallon available from Truss Peale Institute, 5833 D'Onotrio Drive. wtsdison w 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603527 608209 B3A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries. Inc. Tue Aug 2912:14:18 2006 Page 1 3.0-12 I 7 -7-4 I 9-7-0 9 12 -2-4 15-0-0 1 3-0-12 4-6-8 1 -11 -12 0-4-41 2 -2 -9 2 -9-12 Scale = 1:29.7 4x6 = , 4 = 3-7 3x4 = 3x4 = 3 4 13 6 7 6.001 .00 12 — a w w w 1 -5 r 3x4 2 �' FI .. � ■ r. ...� � WI NI/ 1 �■ /, P J 1z 11 to ��. " dla = 5 = 3x8 = 5x5 = �� 6 9 3x6 = 5x10 = 1.5x4 II 3.00 1 3 -0-12 I 7-7-4 I 9-7-0 1 12 -2-4 I 15-0-0 I . 3-0-12 4-6-8 1 -11 -12 2-7-4 • 2 Plate Offsets (X,Y): (9:0 -5 -0,0 -2-41 LOADING (psf) SPACING 2 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.10 11 -12 >999 240 MT20 197/144 (Roof Snow =25.0) . Lumber Increase 1.15 BC 0.58 Vert(TL) -0.20 11 -12 >865 180 TCDL 7.0 Rep Stress Incr YES • WB 0.61 " Horz(TL) 0.09 ' 8 ri/a n/a • BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) Weight: 69 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-9-8 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 7 -6-15 oc bracing. REACTIONS (lb/size) 1= 676/0 -5-8, 8= 701/0 -5-8 Max Horz1= 172(load case 5) Max Uplift1=- 170(load case 5), 8=- 296(load case 5) Max Grav1= 883(load case 2), 8=701(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 2537/598, 2 -3=- 1362/390, 3 -5 =- 109/0, 3-4 =- 1186/539, 4 -13=- 959/491, 6-13 =- 959/491, 6 -7 =- 442/251, 7 -8=- 672/318 BOT CHORD 1- 12=- 676/2224, 11- 12=- 644 /2098, 10 -11 =- 397/976, 9-10 =- 145/440, 8 -9 =0/48 WEBS 2 -12=- 110/559, 2-11=-934/214, 3-11=-13/166, 4-11=-75/404, 4-10 =- 505/278,6 -10=- 376/809, 6-9=-640/318, 7-9=-333/740 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. � ( � E PR Opp 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. � � ‘40 I LS' jO 8) 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 5 / 9 2 bearing surface. {(I 77 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 _ / 66PE LOAD CASE(S) Standard . wig, ; i iii' F . EXPIRATION DATE: 06 -30 -08 August 29,2006 1 • a WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITRE RETERRECE PAGE ME 7473 BEFORE USE Nit Design veld for use only with MTek connectors. This design Is based only upon parameters shows, and Is for an Individual building component. Apptcabltty of design paramenters and proper incorporalon of component Is rosponsibilty of building dorigner- not truss designer. Bracing shown MiTek Is for lateral support of individual web member s only. Adoilionit temporary bacbig to unsure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responslbilly of the building designer. For general guidance regarding fabrication, cruelty control storage, delvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 006.89 and BCSI1 Butldng Component 7777 Greenback Lane. Suite 109 Safety trdormdion avallabka from Truss Plate Institute, 583 D'Onolno Drive, Madison WI 53719. Citrus Heights. CA, 95610 •1 9 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603526 608209 B4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:19 2006 Page 1 5.11 -5 I 11-7-4 11 11 15-0-0 5-11 -5 5-7 -15 0.4-7 3-0-5 4x4 • Scale= 1:39.3 3-4 3x5 = 3 4 6.00 FIT 3x4 1J 2 _ 1.... do - r6 t� 1 2 Y a rat l� tr. ra=y 3x6 = 7 6 5 1.5x4 II 4x8 = 2x4 II I 5.11 -5 11 -7.4 I 15-0.0 5-11-5 5-7 -15 3-4-12 Plate Offsets (X,Y): (1:0- 2- 8,0 -1-8( LOADING (psf) SPACING 2 - CSI DEFL in (lac) l/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.06 1 -7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 . BC 0.47 Vert(TL) -0.13 1 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.02 5 Na Na . BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 64 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10 -7 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) 1= 616/0 -5 -8, 5=616/0-5-8 Max Horz1= 45(load case 5) Max Uplift1=- 117(load case 5), 5=- 130(load case 5) Max Grav1= 832(load case 2), 5= 624(load case 2) ' FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1- 2=- 1327/186, 2- 3=- 527/124, 3-4 =- 361/148, 4- 5=- 597/163 BOT CHORD 1 -7 =- 150/1074, 6-7 =- 150/1074, 5-6=0/79 WEBS 2 -7 =0252, 2- 6=- 811/184, 3- 6= 169/57, 4-6=- 136/723 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PR . 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. E 7) A plate rating reduction of 20% has been applied for the green lumber members. c � � r. E N s> 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � % 9 °/, LOAD CASE(S) Standard t 157 e'6 PE 9 1 f A ti er AIMIL. ..af_. i FOONG .J EXPIRATION DATE: 06 -30 -08 August 29,2006 A I A WARNING • Verify design parameters and READ NOTES ON TM AND INCLUDED MITER REFERENCE PAGE rrH --7473 BEFORE USE. MEI Design vale for use only with MTek connectors. this design Is based only upon parameters shown, and Is for an individual building component, i9iiY Applicability of design commenters and propertncorporoion of component Is responrbllty 01 building designer- not truss designer. Bracing shown M iTek 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 responsibllty 01 One building designer. For general guidance regarding fabrication, wally control storage, delivery, erection and bracing- consult ANSI/P11 C'udtty Criteria, 95949 and BCSl1 Bullring Component 7777 Greenback Lane. Suite 109 Safely hsformaion avallabks from Truss Pluto Institute, 583 D'Onohio Drive, Madison. W 53719. • Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603529 608209 B4A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:20 2006 Page 1 1 1-0-12 1 6-2-7 I 11 -4-3 11 -11-11 15-0-0 I 1-0-12 5-1 -11 5-1 -11 0-7-8 1.5x4 I 1 3-0-5 - Scale = 1:41.7 4x8 4-6 3x5 = 4 5 6 6.00 i • 3 �i T ' _4 i�11 de 11 10 9 8 7 3x4 1.5x4 II 8x20 2x4 II 3kki 1F 1 1 12 1 6-2-7 I 11-7-0 12 -21 15-0-0 1 1-0-12 5-1-11 5-4-9 0-7-4 2-9-12 Plate Offsets (X,Y): (9:0- 10 -0,0 -2 -1), (11:0 -5- 12,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) t/defl Ud PLATES GRIP TCLL ' 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.08 10-11 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.62 . Vert(TL) -0.17 10 -11 >999. 180 L 7.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.05 7 n/a - n/a BOL BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 69 lb BCDL 10.0 . LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7 -7 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, Except: 6-0-0 oc bracing: 7-8. WEBS 1 Row at midpt 6 -7 REACTIONS (lb/size) 1= 616/0 -5-8, 7= 616/0 -5-8 Max Horz1= 47(load case 5) Max Uplift1=- 117(load case 5), 7=- 130(load case 5) Max Grav1= 825(Ioad case 2), 7=616(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 1347/95, 2 -3 =- 1283/196, 3-4=- 487/121, 4 -5 =- 317/138, 5 -6=- 319/138, 6 -7 =- 654/183 BOT CHORD 1 -11 =- 105/1057, 10- 11=- 152/1095, 9-10 =- 152/1095, 8 -9= 0/196, 7-8=-2/79 WEBS 2 -11 =- 20/194, 3- 10=0/270, 3-9=-888/194, 4-9=- 29/132, 5 -8 =- 255/0, 6-8 =- 135/750 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) Unbalanced snow loads have been considered for this design 4) Provide adequate drainage to prevent water ponding. '. �� PR OF��, 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. �� / AG (N s 7) A plate rating reduction of 20% has been applied for the green lumber members. �\ 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Co 0 y bearing surface. • Zt• 1576' ' E t 9) This truss is designed in accordance with the 2003 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard 1111. II, • _ . rI - � .a► e 7 FDONG .4 . i EXPIRATION DATE: 06 -30 -08 August 29,2006 A ■ A WARNDYG • Verify design parameter. and READ NOT ON ITEM AND INCLUDED MITER REFERENCE PAGE M11•7473 BEFORE USE. ®p Design void for use ony with Wok connectors Ins design Is based only upon pararneten shown. and is for an Individual bullding component. •*Yi AppbCablly of design paramenters and proper incorporabon of component Is responriblly building of bug designer- nol miss designer. Bracing shown M iTek is for lateral support of Individual web members only. Additional temporary baring to Insure stabity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibiity al the building designer. For general guidance regarding fabrication, quality controL storage. delvery, erection and bracing. consult ANSI/TPI1 Guatly Criteria, DSB-89 and BCSII Bulidng Component 7777 Greenback Lane. Suite 109 Safety Information avatable from Truss Pki to Institute, 583 D'Onohio Drive, Madison. VA 53719. Citrus Heights. CA 95610 xi 1 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R2260353C 608209 B5 ROOF TRUSS 2 1 Job Reference (optional) - BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:22 2006 Page 1 5-11 -5 I 11 -7 -4 I 13.11 -11 1 150-0 5.11 -5 5-7-15 2-4-7 4 1-0.5 - 4x6 1.- Scale = 1:41.0 4x5 = 3 9 5 w 6.00111 3 x 4 i 1-4 i 2 1 r w� , w Y y lint 3x6 a 7 6 1.5x4 I I 4x8 = 2x4 II I 5-11-5 I 11 -7 -4 I 15-0-0 5-11-5 5-7 -15 3-4-12 Plate Offsets (X,Y): 11:0 -2- 10,0 -1 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.07 1 -8 >999 240 MT20 197/144 (Roof Snow =25.0) .. Lumber Increase 1.15 BC 0.50 Vert(TL) -0.14 1 -8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.02 6 n/a rlla BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 67 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7-8 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. WEBS 1 Row at midpt 5 -6 REACTIONS (lb/size) 1= 636/0- 5.8,6= 741/0 -58 Max Horz1= 186(load case 5) Max Upliftl=- 88(load case 5), 6=- 386(load case 5) Max Grav1= 889(load case 2), 6= 976(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 1443/116, 2- 3=- 663/69, 3 -4=- 109/0, 3-9 =- 498253, 5- 9=- 498/253, 5-6 =- 942/414 BOT CHORD 1-8 =- 226/1174, 7 -8=- 226/1174, 6 -7 =0/73 WEBS 2-8 =0253, 2- 7=- 775/155, 3 -7 =- 413251, 5 -7 =- 335/984 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) Unbalanced snow loads have been considered for this design 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� D PR OF� 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. E • 7) A plate rating reduction of 20% has been applied for the green lumber members. c - NG I N -. s / 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c \ iG / !9 t7 LOAD CASE(S) Standard C Z rr • 157 PE 9 r A , . GONG _,N) EXPIRATION DATE: 06 -30 -08 August 29,2006 f A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES RE PEREVCE PAGE Md -7473 IDEPORE USE Design veld for use only with A47ek connectors this design Is based only upon paramelen shown• and is for an Individual building component. Applicability of design parcrmonters and proper Incorporation of component Is 'aspens/billy of building dedgnor- not true designer. Bradng shown l\1 iTe k' Is for lateral support of individual web members only. Additional temporary bacr ng to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing o1 the overall structure is the responsibiltyol tie building designer. For general guidance regarding fabrication. crucify control storage, deivery, erection and bracing consul ANSI/1811 Quality Crfleria, DSB-89 and BCSII Bulldog Component 77777 7 Greenback 77 a re e Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, W 53719. k L Lane. Suite 109 Citrus Heights. Cq 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes • R22603531 608209 96 MONO TRUSS 5 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:23 2006 Page 1 I -1-0.0 5-8-8 I 10-5-0 I 15-0-0 I 1-0-0 5-8-8 4-8-8 4-7-0 3x4 I I Scale: 1/4' =1' 7 6 - a l 1.5x4 — • 1.5x4 II ; 6.00 12 4 5 -..p 10 3x6 = . 1.5x4 1 -7 3 . 2 _ 3x5 % 9 8 3x4 = 4x6 = I 10-5-0 I 15-0-0 I 10 4-7-0 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.18 2 -9 >985 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.54 2 -9 >323 180 TCDL 7.0 Rep Stress 'nor NO WB 0.39 Horz(TL) 0.01 8 n/a rVa BCLL . 0.0 Code IBC2003/TP12002 (Matrix) . _ Weight:82lb 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 6 DF 2400F 1.7E end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 6-8 2 X 6 DF 2400F 1.7E JOINTS 1 Brace at Jt(s): 10 • REACTIONS (lb/size) 8 =772/0 -5-8, 2=713/0-5-8 Max Horz2=96(load case 3) Max Uplift8=- 187(load case 3), 2=- 169(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/57, 2 -3= -857/183, 3-4=-473/88, 4 -5 =- 268/102, 5 -6=- 122/514, 6.7 =- 18/0, 8-10 =- 377/125, 6 -10=- 373/123 BOT CHORD 2- 9=- 172/724, 8- 9=0/338 WEBS 3- 9= -445/206, 4- 9= 0/260, 5 -10=- 738/251 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) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 00 PR 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �.<<(I � �s s � LOA CASE(S) Standard C' 9 0 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 • t 15' • 6PE r Uniform Loads ( Vert: 1 -0 = -=- 64, 6- 7 =-64, 2- 9 = -20, 8- 9=- 60(F =-40) • AP. _ - 9F OONG .{J - f EXPIRATION DATE: 06 -30 -08 August 29,2006 k ■ A WARNING • Verify design parameters and READ NOTES ON TICS AND INCLUDED MITER REFERENCE PAGE MD•T4T3 SEr'ORE USE NI Design void for use only with MTek connectors. this design Is based only upon parameters shown, and Is for an Individual building component. Appicablity of design paromentors and proper Incorpora ion of component Is responsibirty of building designer- not truss designer. Brodng shown MiTek• Is for !afoot support o1 individual web members only. Addlbonaf temporary tracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibllty of the buidng designer. For general guidance regarding fabrication, quaffy control. storage. deivery, erection and bracing, consult ANSI/7P11 Quality Criteria, DSB.89 and BCS11 Bulking Component 7777 Greenback Lane. SWIe 109 Safety Information available from Truss Role Institute, 583 D'Ono hio Drive, Madison. V4 53719. Citrus Heights. CA, 95610 I1 '11 Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603534 608209 C1 ROOF TRUSS 1 2 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:26 2006 Page 1 5 -11 -11 35 1 -0. 3-5-8 5.5-4 10. 9-10-4 13 -11 -14 18.1 -8 22-3-2 26-4-12 29-4-12 33-0-5 6112 38-10.8 i 1 6f r 4 I t I I I If I I I Scale = 1:71.2 1-0-0 3-5-8 1-11-12 0-10 -9 3-0-0 4-1 -10 4-1-10 4-1 -10 4-1-10 3-0-0 3-7 -9 0-6-7 3-4-0 0-6-7 1-11 -12 • 5x10 MT2OH ' 5x10 MT20H- 6.00 12 4x4 = 4x4 = 8x8 = 2x4 I I 4x8 = 4x4 = 4x4 = 3x4 4 5 49 7 8 26 9 7 -12 10 11 12 �� ..1%........„....,L 3x4 O 3 9 � 13 s I/ 0 0 9-2. 1 14 2 L�U .r I 9 � r 1 t 14 l 1 /C� IT mill r ± .I 1a, 1 � � l 6 25 24 23 17 16 15 d d 4x10% 8x10MT2OH =8x10 MT2OH = 22 21 20 27 19 18 10x10MT2OH= 8x10 MT2OH = 4x10 zr. 6x8 = Bx10 MT2OH = 2x4 II 4x8= 2x4 II 8x10 MT2OH = 6x8 = 3.00 Iti . 1 3-5-8 1 5-5-4 6-10-4. 9-10-4 I 13 -11 -14 t 18-1-8 I 22-3-2 I 26-4-12 1 29 -4-12 1 33-6-12 1 35-6-8 1 38 -10-8 1 3-5-8 1-11-12 1-5-0 3-0-0 4-1 -10 4-1 -10 4-1 -10 4-1 -10 3-0-0 4-2-0 1 -11 -12 3-4-0 Plate Offsets (X,Y): [4:0 -4. 12,0 -2 -8], [7:0- 3- 8,0 -4-8], [12:0 -4- 12,0 -2 -8], [15:0 -4- 12,0 -5 -0], [25:0 -4- 12,0 -5-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 • TC 0.77 Vert(LL) -0.74 19-20 >625 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1:15 BC 011 Vert (TL) -1.50 19 -20 >307 180 . MT2OH 148/108 BCD 0.0 Rep Stress lncr NO WB 0.87 Horz(TL) 0.47 14 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matra) Weight: 411 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 2 -11-4 oc purlins. . 4-7 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 (l size) 14=3021/0-5-8, 2 =309510 -5 -8 Max Horz2=28(load case 5) Max Upliftl4=- 666(load case 5), 2=- 722(load case 5) Max Grav14= 3631(load case 3), 2= 3748(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/52, 2 -3 =- 11328/2107, 3-4 =- 10647/2086, 4 -5 =- 9717/1923, 5-6=-10722/2110, 6 -7 =- 10682/2090, 7-8=-13690/2647, 8-26=-13690/2647, 9-26=-13690/2647, 9- 10=- 12301/2393, 10- 11=- 136382652, 11 -12=- 9714/1930, 12 -13=- 106242085, 13 -14 =- 110382090 BOT CHORD 2 -25 =- 1852/10078, 24 -25=- 1799/ 9748, 23 -24 =- 2006/10619, 22 -23 =- 2048/10917, 21-22=-2371/12668, 20- 21=- 2371/12668, 20- 27=- 2520/13448, 19-27=-2520/13448, 18 -19 =- 2520/13448, 17 -18=- 2347/12527, 16-17=-2552/13543, 15- 16=- 1774/9473, 14 -15 =- 1830/9784 WEBS 3 -25=- 140/1195, 3 -24=- 711392, 4 -24= -4662808, 5-24=-1684/293, 5 -23=- 268/1828, 6 -23=- 102/88, 6 -22=- 895267, 7 -22=- 2450/434, 7 -21= 0/179, 7 -20 =- 221/1312, 8 -20 - 625214, 9-20= -47/362, 9 -19 =- 5/170, 9-18 =- 1460/253, 10- 18=- 1684/405, 10 -17 =- 319/1627,11 -17 =- 209/1710,11 -16 =- 4356/777, 12-16=-437/2904, 13-16=-106/736, 13-15=-150/1074 • Ea, PR NOTES <(' F u.c∎ 1) 2 -ply truss to be connected together with 10d Common(.148'k3') Nails as follows: �N / O� 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. CC 1576 "' E -9. Webs connected as follows: 2 X 3 - 1 row at 0-9-0 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), uNess 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. v �' • ' o,;,ta • , • 4) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 -'rr l�j 0 * � . 5) Unbalanced snow loads have been considered for this design: � =-� E r _ / 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. Foe N G ' Provide adequate drainage to prevent water ponding. tab ntinued on page 2 EXPIRATION DATE: 06 -30 -08 August 29,2006 a WARNING • Verify design parameters and READ NOTES ON MS AND BYCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE Mt Design ofd for use only with Mick comsat ton. This design is based Only upon Pai Omalers shown. and Is for an Individual building component. Appbcabitty of deign paramenters and proper Incorporalon of component is resporLdbllty of building designer- not truss designer. Bracing shown MiTe k Is for lateral support of isclividual web member s only. Additional temporary bating to inn= stability during construction Is tree responsibility of the eieclor. Additional permanent bracing Of the overall structure Is the respondbily of tie buildup designer. For general guidance regarding habitation, quarry control storage. deivery, erection and bracing, consul' ANSI/IPI1 Quality Criteria, DSB-89 and aCSl1 Bulldog Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Ono trio Drive. Madison, W153719, Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R22603534 608209 C1 ROOF TRUSS 1 2 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries. Inc. Tue Aug 29 12:14:26 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) 14, 2 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 -5 -8, and 2741b down and 1461b up at 5 -6-8 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: 1-4=-64, 4-12=-121, 12- 14 = -64, 2- 25=- 38(F=- 18),23- 25=- 38(F =- 18),22- 23=- 38(F = -18), 18- 22=- 38(F = -18), 17- 18=- 38(F = -18), 15- 17=- 38(F = -18), 14- 15=- 38(F = -18) Concentrated Loads (lb) Vert: 4=-274 12= -274 • • • • • A � A WARNDVO • Ver(ftj design parametera and READ NOTES ON THIS AND INCLUDED ffiI'EK RFTERENCE PAGE MR. 7473 RETORE USE ®r♦� Design void for use only with MTOk connectors. This design Is based only upon parameters shows, and is tor an Individual building component. ApptcablSy of design pornm enters and proper Incorporation of component Is responsibility of building designer not truss designer. Bradng shown _ iTek• Is for lateral support of individual web members only. Additional temporary dating to 6nsuro stability during construction Is the responsibility of the elector. Additional permanent bracing of the overall structure is the responslbily of One building designer. For general guidance regarding fabricatiorn, cruelly control storage, deivery, erection and bracing consul ANSI/TPI1 Oua0ty Criteria, DSB-89 and BC311 Bulldng Component 7777 Greenbadc Lane. Suite 109 Safety Information avaiable tam Truss Plato Institute, 583 D'Onohio Drive, Madison, W 53719. Citrus Heights, CA, 95610 .r 9 Job Truss Truss Type City Ply 608209- -BMC Const -Oak Street Townhomes R22603535 608209 C2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:28 2006 Page 1 9-10-4 31-6-12 1 3-5-8 7 -4-3 7-11111 15-4-7 2 -4 - 9 26-4-12 29 -4-12 31-0-5 , 35-6 -8 38-10.8 1 I I I f I I I I I I Scale = 1:71.2 1 -0-0 3-5-8 3-10-11 0-7 -8 5-6-3 5-6-3 5-6-3 3-0-0 1 -7 -9 3-11-12 3-4-0 1 -10-9 0-6-7 5x12 5x10 MT20H� 4x4 = 4x4 = 4x8 = 4x4 = 4x4 = 4x4 = 6.00 12 4 5 4-7 6 7 8 7 -11 9 10 11 3x5 /' c �� : +' , 3x5 -.1 '21 2 ... - ' -1111111111111111r4. \ 12 31-4 5• '9 61• , `. :� 1-13 0 22 21 20 16 15 14 4x12 % 8x12 MT20H= 8x12 = 19 18 17 4x12 4x8 = 8x10 MT20H= 5x10 MT2OH= 3 = 5x10 MT2OH = 3.00 FF. 8x10 MT2OH = 1 3-5-8 I 6-10 4 1 9-10-4 1 18-1 -8 l 26-4-12 6 - 12 I 29 -4-12 1 31-6-12 1 35-6-8 I 38-10-8 1 3-5-8 3-4-12 3-0-0 8-3-4 8-3-4 3-0-0 2 -2-0 3 -11 -12 3-4-0 Plate Offsets (X,Y): [11:0 -4- 12,0 -2 -8), [14:0- 4- 12,Edge], [17:0-7-0,0-2-121,119:0-6-0,0-2-811, [22:0- 6 -0,0 -5 -4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.63 17 -18 >726 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.90 • Vert (TL) - 1.28 17 -18 >360 180 MT20H 148/108 BCD 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.52 13 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 194 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 1 -7-8 oc puffins. _ 4-7 2 X 6 DF No.2, 7 -11 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9 -3-6 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E "Except* WEBS 1 Row at midpt 6 -19, 8-17 19-21 2 X 6 DF No.2, 17-19 2 X 4 DF 1800F 1.6E WEBS 2 X 3 SPF Stud 'Except* 4-21 2 X 4 HF Std REACTIONS (113/size) 13= 1612/0 -5 -8, 2= 1693/0 -5 -8 Max Horz2=28(load case 5) Max Upliftl3 =- 270(load case 5), 2 =- 329(load case 5) Max Grav13= 2201(load case 3), 2 =2319(load case 2) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/52, 2-3 =- 6777/774, 3 -4=- 5200/639, 4-5=- 4356/573, 5 -6=- 4429/576, 6 -7 =- 5583/710, 7 -8=- 5583/710, 8 -9 =- 5138/664, 9- 10=- 5265/678, 10 -11 =- 4695/614, 11- 12=- 5263/650, 12 -13=- 6650/793 BOT CHORD 2- 22=- 659/6010, 21- 22=- 640/5789, 20- 21=- 468/4529, 19-2-476/4572, 18 -19 =- 609/5472, 17 -18=- 637/5690, 16 -17 =- 562/5263, 15 -16=- 553/5233, 14 -15=- 653/5666, 13.14 =- 676/5889 WEBS 3 -22 =- 48/964, 3 -21 =- 1218/170, 4-21=-199/1945, 5-20=-418/0, 5 -19 =- 328/90, 6 -19=- 1433/185, 6- 18=0/322, 8 -18=- 201/101, 8 - =- 85 -17 =- 696/139,9 -16=- 29/199,10 -16 =- 86/976,10 -15 =- 1171/103,11 -15 =- 146/1583, 12 -15=- 941/161, 12- 14=- 66/971 NOTES � s ft0 PR Ope, Wind: nd: 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 '< G ]/ t 0 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL= 1.33. � t. / F9 2 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 4, 9 3) Unbalanced snow loads have been considered for this design. • • 1 / 66PE 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. . jiff 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � , ; 6 ' - ' 9) A plate rating reduction of 20% has been applied for the green lumber members. 4 - /L 10) Bearing at joint(s) 13, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify r J capacity of bearing surface. ' D ONG ''t 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/I 1. Continued on page 2 EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ A WARNING • Verify design parameters and READ NOT736 ON THIS AND INCLUDED BMTE♦r RETERENCE PAGE MII7473 asi - oaE USE. Design void for use only with MTek connectors. This design Is based only upon parameters shovel, and is for an individual building component. ApptCabltry of design pammonters and properincorporoton of component is rosponsibiity of building designer - not truss designer. Bracing shown Is for lateral support of individual won members only Additional temporary tracing to muse stability during conutruc lion Is the responsibility of the M iTe k' erector. Additional perrrsanenl bracing at he overall structure is the responsibllty of line buikislg designer. For general guidance regarding lobricalion. quail) control storage, delvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 0 S68 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onolio Drive, blodison. 91 53719. CItrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603535 608209 C2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14;28 2006 Page 2 LOAD CASE(S) Standard • • • • • • • • • 4 � a WARNING • Verify design parameters and READ NOTES ON rims AND INCLUDED MATER REFERENCE PAGE MD.7473 BEFORE USE. qqC� Design void for use only wilts Wok connectors. This design Is based only upon paameten shown. and Is tor an Individual bulklhlg component. �YY Applicability ot design paramentan and proper incorporation of component Is responsibllty ot building designer- not truss designer. Bracing shown MiTek" Is for lateral supped ot inoivldual web members only. Additional temporary bracing to Insure slab ity during coristructcns Is the responsidllty of the erector. Additional permanent bracing of the overall shucture is the responkbilty 01 the building designer. For general guidance regarding tabsicalion, coolly control storage, delvery. erection and bracing consult ANSVTPI1 Quality Criteria, DSB-89 and BCS11 Bulldrng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison WI 33719. Cirrus Heights, CA 95610 •1 ar Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603536 608209 C3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 M7ek Industries, Inc. Tue Aug 2912:14:29 2006 Page 1 9 -11 -11 29-0-5 10. 2 -7 -12 7 -80 .9-4.3 15-6-0 1'x 230 26-4-12 28-7-0 9-7-4 36-4 -4 3 &10.8 1 I I l 1 I I 1 I I Scale= 1:71.2 1-0-0 2 -7 -12 5-0-4 1-8-30-7-8 5-6-5 8-0-0 2-10-12 2 -2-4 0-5-5 r 5 6-9-0 2-6-4 0-6-15 8x10 = 4x4 = 4x4 = 4x4 = 4x4 = 5x10 6.00 12 4x5 ` 5 6 5 7 8 9 10 4 ;O 1 3x4 .t 1111111: 11 3x4 1"-% 1.5 10.13 3x4 � q g 12 6 1 � e � �i� V ��.' II-a1� 4x10 24 23 22 21 20 19 18 77 16 15 14 4x12 8 8x10 MT2OH = 6x12 = 4x8 = 4x5 = 8x12 MT2OH = • 6x8 = 2x4 II 2x4 II 6x8 = 3.00 12 4x4 8x10 MT2OH = 1 2 -7 -12 I 7-8-0 1 9-10-4 I 26 -412 1 28-7-0 �17 -1 36-4-4 1 38-10 -8 2 -7 -12 5-0-4 2 -2-4 16-6-8 2-2-4 1-0-4 6-9-0 2-6.4 Plate Offsets (X,Y): [5:0-6-10,0-2-41,110:0-4-12,0-2-81 [14:0- 6- 0,Edge], (18:0- 4- 4,0 -4-01 [21:0- 4- 4,0- 3 -12], [23:0 -7- 12,0 -3-8], (24:0 -4- 12,0 -5 -0] LOAD ING (psi 0 SPACING 2-0-0 CSI DEFL in (roc) Udefl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.90 Vert(LL) -0.61 19-20 >755 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15. BC 0.89 Vert(TL) -1.09 19-20 >421 180 MT2OH 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.41 13 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 223 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E `Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -1 oc purlins. 5-10 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 6 -21 21 -23 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* 6-21 2 X 4 HF Std, 6 -20 2 X 4 DF No.2 -G, 7 -19 2 X4 DF No.2- 0 10 -16 2 X 4 DF No.2 -G REACTIONS (Ib/size) 13=1779/0-5-8, 2= 1859/0 -5 -8 Max Horz2= 29(load case 5) Max Upliftl3=- 307(load case 5), 2=-365(load case 5) Max Grav13= 2483(load case 3), 2= 1862(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/52, 2-3=-5397/827, 3-4=- 4307/667, 4-5=- 3704/607, 5- 6=- 3294/543, 6-7 =- 5137/726, 7-8 =- 4716/646, 8- 9=- 4566/625, 9 -10=- 4461/612,10 -11 =- 5015/653, 11- 12=- 5695/712,12 -13=- 6860/829 BOT CHORD 2 -24 =- 710/4787, 23 -24=- 700/4607, 22- 23=- 527/4025, 21 -22=- 380/3364, 20- 21=- 570/5137, 19- 20=- 5705137, 18 -19 =- 570/5137, 17- 18=- 503/4811, 16 -17 =- 466/4544, 15-16=-561/5066, 14-15=-688/5814, 13 -14=- 7065999 WEBS 3 -24= 33/795, 3 -23=- 1131/198, 4 -23=- 153/1330, 4-22=-1467/265, 5-22 =- 150/993, 6-21 =- 2420/246, 6-20=0/553, 7 -19 =0583, 7-18=-1013/154, 8-18=-139/142, 8-17=-297/45, 9-17=-85/791, 9-16=-378/46, 10-16=-140/1311, 11-16=-688/124, 12- 14=- 55/800, 5-21 =- 81/658, 11- 15=- 28/508, 12 -15 =- 769/130 .*..‘\D PR OFFS NOTES 1) Wind: ASCE 7 -02; 90mph; h=25ft; TCDL 4. sf; BCDL 5. Ops f; plat grip enclosed; 1 losed; C -C Exterior(2); cantilever left and right � � N G]N 9 sj v . exposed ; end vertical left and right exposed; 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Ex 157 • PE 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. 1 7) All plates are MT20 plates unless otherwise indicated. ' j 1 % 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. -- ' li I 9) A plate rating reduction of 20% has been applied for the green lumber members. �WfY J N t 10) Bearing at joint(s) 13, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify FDONG capacity of bearing surface. Continued on page 2 . ( EXPIRATION DATE: 06 -30 -08 • August 29,2006 a WARNING • Verify design parameters and READ NOTES ON TFDS AND etc UOED BDTEE REFERENCE PAGE MD -7473 RE/'ORE USE Mil a Design veld for use only with heck connectors. 118 design Is based only upon pararrnlen shown. and is for an individual building component. App..., of design poomonfors and properincorporoton of component Is responsibility of building cresigner- not buss designer. Bradng shown MiTek Is for lateral support 01 individual web Members only. Additional temporary booing to Insure stabibry during construction Is the responsibility of the erector. Additional permanent bracing of the overall shuclure is the resporuiblllyol he buikisig designer. For general guidance regarding fabrication. wally control storage. delvery, erection and bracing, core ar ANSI/TPI1 Quality Criteria. DSB-8? and BCSI1 &rtldng Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 383 D'Onohio Drive, Madison. IM 53719. Gaus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603536 608209 C3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:29 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 (fiat 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- 10 =-64, 10- 13 = -64, 2- 24 = -20, 23- 24 = -20, 21- 23 = -20, 20- 21=- 20,19.20=- 60(F = -40), 18- 19 = -20, 17- 18 = -20, 14- 17 = -20, 13- 14 -20 • • • • • a WARNING • Verify design parameters and READ NOTES ON THIS AND SNCLUDED AUTER RETERE1VCE PAGE MD.7473 BEFORE USE. • ®� Dosl{pi void for use only with MTek connoc ton. This design Is based only upon pararruslon shown, and is for an individual building component. i9Y� Applicability of design commenters and proper Incorporation of component is rosponsiblity 01 building (resigner - not Buss designer. Bracing shown MiTek Is for totem) support of individual web members only. Additional temporary baci ng to Insure stability (luring construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is Ilre responsibll ly 01 he building designer. For general guidance regarding fabrication. quality control storage, deivery. erection and bracing, consul ANSI/TPI1 Quality Calorie, DSB -89 and BCSIt Belldng Component 7777 Greenbadc Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. lid 53719. Citrus Heights. CA, 95610 •1 • Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R22603537 608209 C4 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:30 2006 Page 1 1 1-4 5-11 -5 l 11 -7 -4 1t -11 15-6-0 1 23-6-0 I 27-0 -5 27,4.12 33-0-11 I 38-10-8 I 1-0-0 5-11-5 5-7 -15 0-4-7 3-6-5 8-0-0 3-6-5 0-4-7 5.7 -15 5-9-13 Scale= 1:68.8 5x6 = 3x4 = 3x4 = - 5x6 = 4 4-7 5 6 7 6.00 12 ea 1.5x4 1.5x4 8.4 4 -' 4 5-1 5'' 3 6' 1 10 7.10 7 -9 8 e • 14 8 , 1 s c,., ` u . 9 ,n 4x10 ' 14 13 12 11 10 4510 4x8 = 2x4 I I 6x8 = 2x4 I I 4x8 = I 11 -7-4 I 15-6-0 I 23-60 I 27-4-12 i 38-10 -8 11-7-4 3-10-12 8-0-0 3 -10-12 11 -5-12 Plate Offsets (X,Y): [2:0 -3- 10,0 -2 -01, [4:0- 2- 7,0- 1 -12], [7:0- 2 -7,0 -1 -121 [9:0-1-13,0-2-01 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.48 13 >960 240 MT20 197/144 (Roof Snow= -25.0) Lumber Increase 1.15 BC 0.62 Vert (TL) -0.81 11 -13 >571 180 BCD 0.0 Rep Stress !nor NO WB 0.92 Horz(TL) 0.16 9 Na Na BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 180 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G'Except* TOP CHORD Structural wood sheathing directly applied or 2 -4-12 oc purlins. 4-7 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 WEBS 1 Row at midpt 5 -14, 6-10 WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 9= 1777/0.5 -8, 2= 1857/0 -5-8 Max Horz2= 30(load case 5) Max Uplift9=- 312(load case 5), 2=- 370(load case 5) Max Grav9= 2341(load case 3), 2= 2464(load case 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/57, 2 -3 =- 4519/652, 3 -4=- 3963/552, 4-5=- 3445/534, 5-6=-3908/631, 6-7 =- 3429/536, 7 -8 =- 3945/555, 8 -9 =- 4469/652 BOT CHORD 2 -14 =- 521/3922, 13- 14=- 438/3908, 12- 13= -438/3908, 11- 12=- 438 /3908, 10- 11= -438/3908, 9- 10=- 519/3862 WEBS 3- 14=- 506 /198, 4-14 =- 125/1361, 5-14= -1640/ 174, 5-13 =0/600, 6-11= 0/619, 6-10 =- 1670/169, 7 -10 =- 127/1357, 8 -10=- 457/192 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) Unbalanced snow loads have been considered for this design. �� D PROF� 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) Provide adequate drainage to prevent water ponding. S■ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ‹D 0 G � �!� /O2 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Ct.r 9 8) A plate rating reduction of 20% has been applied for the green lumber members. Ct 1 7 66PE f 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). LOAD CASE(S) Standard . J • SF 1 ) Snow. Lumber Increase =1.15, Plate Increase =1.15 `/ a f Uniform Loads (plf) - - Vert: 1- 4 = -64, 4 -7 = -64, 7- 9 =-64, 2- 13 = -20, 11- 13=- 60(F =-40), 9- 11 = -20 y� + 'O •4J EXPIRATION DATE: 06 -30 -08 August 29,2006 4 4 a WARNING • Vmjni design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. ' Design void for use only with MTok connectors. This design is based only upon paramelen shovel, and Is for an Individual building component. Applicabitiy of design paramontors and propertncorporcfon of component Is rosponsibily of building designer- not truss designer. Brodng shown MiTek. Is for lateral support of Individual web members only. Additional temporary hang to Insure stability during construe lion Is the responsibility of the ereclor. Additional permanent bracing of the overall structure is the respordblly of he building designer. For general guidance regarding .e . • m.sv w fabrication, quaky control storage, delivery, erection and bracing. consut ANSI/TPI1 Quality Criteria, 058.89 and BCSIT Bullring Component 7777 Greenback Lane. Suite 109 Safely Information avallabb from Truss Pkrte Institute, 583 D'Onoleo Drive, Madison. TM 53719. • Cams Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209• -BMC Const —Oak Street Townhomes R2260353Ei 608209 C5 CAL HIP 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:32 2006 Page 1 • 1 r r 5-11-5 11 -7-4 11- 1 11 15-6-0 23-6-0 27-0-5 27 • 12 33-0-11 38-10-8 1-0-0 5-11 -5 5-7 -15 0-4-7 3-6-5 8-0-0 3-6-5 0-4-7 5-7 -15 5-9-13 Scale = 1:68.7 . 5x6 i 5 9 • 3x4 = 3x4 = 5x6 • 6.00 12 4 17 6 7 18 8 it 1 1.5x4 � 9- 111.5x4 15 4'6 61 6'5 7 -'3 12 6'2 3 10 3-16 141 11 1 2 2 14 •v in las 1:7 4x8 = 16 15 14 13 12 4x8 = 4x8 = 2x4 II 5x8 = 2x4 II 4x8 = 11 - 7.4 I 15-6-0 I 23-6-0 I 27 -4-12 I 38-10 -8 I 11 - 3-10-12 8-0-0 3-10-12 11 -5-12 Plate Offsets (X,Y): 12:0-4-0,0-1-151,111:0-4-0,0-1-15] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.62 15-16 >745 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.81 15-16 >571.. 180 TCDL 7.0 • Rep Stress Incr YES WB 0.88 Horz(TL) 0.12 11 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 186 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 -11 -12 oc purlins. 4-8 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 WEBS 1 Row at midpt 6 -16, 7 -12 - WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 11= 1758/0 -5 -8, 2= 1838/D -5 -8 Max Horz2= 30(load case 5) Max Uplift11=- 509(load case 5), 2=- 566(load case 5) Max Grev11= 2208(load case 3), 2= 2333(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/57, 2- 3=- 4234/1068, 3 -4=- 3692/1005, 4- 5=- 128/0, 4-17 =- 3215/1095, 6-17 =- 3215/1095, 6-7 =- 3327/1208, 7 -18=- 3199/1095,8 -18 =- 3199/1095,8 -9 =- 128/0,8 -10=- 3675/1006,10 -11 =- 4186/1062 BOT CHORD 2- 16=- 887/3665, 15- 16=- 875/3327, 14- 15=- 875/3327, 13 -14 =- 875/3327, 12- 13=- 87513327, 11- 12=- 878/3608 WEBS 3 -16=- 483/137, 4-16 = -135/ 1259, 6-16 =- 1568/204, 6-15 =- 397/532, 7- 13=- 385/549, 7-12=-1595/203, 8-12 =- 136/1257, 10-12=-437/127 • 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. E PR 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 G I t3 A S � 5) Provide adequate drainage to prevent water ponding. 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 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. CC 15 ' • 6PE 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 TIP NM . A RY 2 ' DONG sJ - EXPIRATION DATE: 06 -30 -08 August 29,2006 • r • a WARNDy6 • Verify design parameters and READ NOTES ON THIS AND DVCLUDED MITER REJ'ER iCE PAGE M17.7473 BEFORE USE D Ri esign void for use only with Wok connectors. This design Is based only upon parameters shove, and is for an hdiviaual building component. Apprrcablity of design paromentors and proper Incorporation of component Is responsibllty of building designer - not truss designer. Bracing shown � • Tek• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during core:ruc tion Is the resporlslbiiiy of the erector. Additional permanent bracing of tIre overall structure is the responsibil yol he building designer. For general guidance regarding fabrication, guilty control storage. deivery, erection and bracing. consult ANSI/r911 Quality Criteria, DSB•89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institulo, 583 D'Onohio Drive. Madison. WI 53719. Citrus Heights. CA 95610 .r • Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R2260353 608209 CGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 a Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:33 2006 Page 1 • 7-6-0 I 150 7-6-0 I 7-6-0 4x4 = Scale = 1:28.1 4 1.5x4 II di& 1.5x4 II 6.001 5 3 1.5x4 II i 14 10 45x4 II 1 2 6 • I -1 1 7 - d 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x4 — I 15-0-0 15-0-0 LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 023 Vert(LL) n/a - Na 999 MT20 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.13 Vert(TL) Na - Na 999 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 7 Na Na BCDL 10.0 Code IBC2003/TPI2002 ' (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(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 -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.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 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. �� Er) PR °F 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. \ C, �NGI N... 9 L' L7 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � C" , C C" LOAD CASE(S) Standard 157 r/ E 9 { dam' - -DONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ i A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MD -7473 BEFORE USE Mg Design void for use only with MTok connectors. This design Is based only upon pararnoten shown, and is for an trrdivictuol bustling component. Applcabiity of design parornenters and propertncorporalon of component Is respossiblity of building designer- not truss designer. Bracing shown M iTe k Is for lateml support of individual web members only. Additional temporary bating to insure slabflty during construction Is the responsibility of the erector. Additional permanent bracing of the overall shuclure is he responsibilty of tie building designer. For general guidance regarding fabrication. quality control. storage, del very, erectors and bracing consul ANSI/TPI1 Quality Criteria, D0489 and BC3I1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available hom Truss Plate Institute, 583 D'Onofrio Drive, Madison. Val 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603541 608209 D1 ROOF TRUSS 1 1 Job Reference (optional) BMC West-Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 2912:14:35 2006 Page 1 - 1 -0-. 5 -10-1 11 -1 -10 16 -7 -12 17 • 11 21 -11 -5 # • 4 27 -10-6 33 -1 -15 39-0-0 •0-0-• 1 -0-0 5- 10-1 5-3-9 5-6-2 0-4-15 4 -10-10 0-4-15 5-6-2 5-3-9 5-10-1 1-0-0 Scale • 1:69.3 • 5x5 - 6-7 5x10 = 6.00 •I. 6 7 46 7 -9 3x4 i 3x4 3x6 � 8 3x6 9 • 1.5x4\ •4 r / \ •v 4 x6 Q . f ? 14 10 a 1 ` 2 / 00 „. �r� - r 2 _ ` 11 �t - � f6 d 1� : - .., 3x10= • 408 = 18 17 16 15 14 13 3x4 = 3x8 = 3x6 = 3x4 = 3x4 = 3x6 3sy0_0 I 8-5-13 I 16 -7 -12 I 22-4-4 I 29-8-1 I 369-4 37 1 8-5-13 8-1 -15 5-8-8 7-3-13 7 -1 -3 0-2 -12 2-0-0 Plate Offsets (X,Y): (2:Edge,0 -0-2], 16:0 -2- 8,0-2 -4], [7:0-5-0,0-1-41,111:0-10-0,0-0-10] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.17 17 -18 >999 240 MT20 185/144 •(Roof Snow =25.0) Lumber Increase 1.15 BC .0.82 . Vert(TL) -0.47 17 -18 >938 180 TCDL 7•0. Rep Stress Incr YES WB 0.61 Horz(TL) 0.15 13 n/a • Na BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 185 lb BCDL 10.0 - LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -8-10 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: WEBS 2 X 4 HF Std 'Except' 6 -0-0 oc bracing: 11 -13. - 3-18 2 X 3 SPF Stud, 5-18 2 X 3 SPF Stud, 8 -14 2 X 3 SPF Stud WEBS 1 Row at midpt 5 -17, 7 -17, 10-13 10 -14 2 X 3 SPF Stud REACTIONS (lb/size) 2= 1615/0 -5-8, 13= 1785/0 -5-8 Max Uplifl2=- 334(load case 5), 13=-418(load case 5) Max Grav2= 2028(load case 2), 13= 2192(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 3546/534, 3-4=- 3171/499, 4-5=- 3052/510, 5 -6=- 2236/444, 6-7 =- 1915/435, 7-8 =- 2061/431, 8 -9 =- 2363/410, 9 -10=- 2481/392, 10-11 =- 254/581, 11 -12 =0/48 • BOT CHORD 2 -18= 387/3037, 17-18=-264/2488, 16- 17=- 118/1753, 15- 16=- 118/1753, 14 -15 =- 206/2100, 13 -14=- 2232001, 11-13=-410/291 WEBS 3 -18= -446/158, 5-18=-32/566, 5 -17 =- 810/192, 6 -17 =- 52/461, 7 -17= -263/461, 7 -15=- 30/475, 8 -15=- 483/125, 8-14=-52/169, 10- 14= 0/310, 10 -13=- 3062/653 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. E s 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. �, D PR OF F 3) Unbalanced snow loads have been considered for this design C •( NGI N - w 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. cj t. / 9 2 5) Provide adequate drainage to prevent water ponding. 4 '7 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 15 • 6PE f 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/fPI 1. LOAD CASE(S) , �j S) Standard OR ki - mer• �ilfy F OONG .1.., - EXPIRATION DATE: 06 -30 -08 August 29,2006 k • A WARNING • Verify design parameters and READ NO735 ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE _ - Dill Design void for use only with MTek connectors This design is based only upon parameters shown. and Is for an Individual building component. Applicability of design paramonfers and propor incorporcrhon of component is responsibility of building designer- not truss designer. Bracing shown � _ iTe k' Is for lateral support members of individual web mems 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 bulkiiig designer. For general guidance regarding Lubrication. ovally control storage. deivery. erection and bracing. tersest ANSI/TP11 Qualify Criteria, DSB-89 and BCSII Bulking Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Plate militate, 583 O'Ono trio Drive, Madison, WI 53719. Citrus Heights. CA. 95610 •1 • Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603541 608209 D2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:37 2006 Page 1 19 -11 -5 -1-0 -0 5-1 -14 9-10-4 14 -1 -11 18 -7 -12 1 12x.4 26-4 -12 31.5 -10 36-6-8 , 39 04 �I I; -4 I I �°� Scale= 1:83.2 _ 1-0-0 5-1-14 4-8-6 4-3-7 4-6-1 0-4-10 gk. 6-0-8 5-0-14 5-0-14 2-5-8 1-0-0 7-8 6.00 7 12 8 ' 3x54 �" 4.7 6 �4 1 II 5x8 i g 34 6 r x6 4x8 5 10 / 8 3x6 N 9-1: 9. 7 `�, 15.176111 q g 1 `, 3 11 3 'r. r 0 f 10 3x4 74 ' 4x ; 10 8x10 = • 8x12 MT2OH= 20 19 18 17 15 4x8 = 10x10 MT2OH = 3x4 = 3x8 = 10x10 MT2OH= 5x8 = 3.00 12 I 5-1-14 1 9-10-4 1 18-7 -12 1 20.4-0 1 26-4-12 i 31-5-10 1 36-6-8 1 39.0-0 I 5-1 -14 4-8-6 8-9-8 1 -8-8 6-0-8 5-0-14 5-0-14 2 -5-8 Plate Offsets (X,Y): [2:0- 0- 14,Edge], [7:0- 40,0 -1 -4], (13:Edge,0 -0.2], (16:0- 5 -0,0- 3 -10], [17:0- 5- 0,0 -2-4], [20:0- 5 -0,0.2 -4], [21:0 -6-0,0 -3-10] . LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.42 20-21 >999 240 MT20 185/144 (Roof Snow =25.0) .. Lumber Increase 1.15 BC 0.99 Vert (TL) -1.01 19-20 >459 180 MT2OH . 139/108 BCD 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.52 13 rVa n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 208 lb • 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 *Except* BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. 2 -21 2 X 4 DF 2400F 1.7E, 20-21 2 X 4 DF 1800F 1.6E WEBS 1 Row at midpt 3 -20, 6-19, 7 -18, 9 -18, 10-17 WEBS 2 X 4 HF Std *Except* 3-21 2 X 4 OF No.2-G, 5-20 2 X 3 SPF Stud, 9- 172X3SPFStud 12 -16 2 X 3 SPF Stud, 12 -15 2 X 3 SPF Stud REACTIONS (lb/size) 2= 1697/0 -5 -8, 13= 1697/0 -5-8 Max Horz2=- 1(load case 5) Max Uplift2=- 357(load case 5), 13=- 357(load case 5) Max Grav2=2010(load case 2), 13=2010(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1 -2 =0/44, 2 -3 =- 6219/942, 3-4 =- 3009/525, 4-5=- 2916/538, 5-6=-3009/623, 6-7 =- 1942/481, 7-8 =- 1700/472, 8 -9 =- 1973/481, 9- 10 2688/528, 10 -11 =- 4682/764, 11- 12= -4845/754, 12 -13=- 3652/559, 13-14 =0/49 BOT CHORD 2- 21=- 778/5532, 20- 21=- 778/5520, 19- 20=- 236/2103, 18-1-121/1692, 17 -18 =- 266/2305, 16- 17=- 589/4369, 15-16=-448/3190, 13-15=-443/3148 WEBS 3 -21 =- 3212664, 3 -20=- 3139/491, 5 -20=- 468/155, 6-20 =- 161/996, 6 -19= -882/213, 7 -19 =- 102/849, 7 -18=- 429/507, 8 -18 =- 75/666,9 -18=- 979/198,9 -17= 25/521,10.17 =- 2399/373,10 -16 =- 198/1916, 12-16=-136/1147, 12-15=-711/167 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 11E4 PR exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. '< s s 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. C? \" 04 e9 / 0 2 3) Unbalanced snow loads have been considered for this design. 4V 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 % 6 P 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. Ifi 9) A plate rating reduction of 20% has been applied for the green lumber members. ► 4 . ,, / 10) 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. �' �� 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' --1)0N3 . J LOAD CASE(S) Standard EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ r AI WARNWQ • Verify design parameters and READ NOTES ON TRr6 AND INCLUDED MITER REFERENCE PAGE AML 7473 B ORE USE �� Design void for use only with Wok connoc tors. Mb design Is based only upon parameters shown. and Is for an individual building component. Applicability of design paramenters and proper Incorporafion of component Is responsiblfty of building designer- not truss designer. Bracing shown M iTe k Is for lateral support of individual web rrxlmbors only. Additional temporary bracing to insure stablty during construction Is the reslwnsibillty of the elector Additional permanent bracing of Ihe overall structure is Ihe responslblly of he buiklhg designer. For general guidance regarding fabrication, cruelly control storage, deivery, erection and bracing consul ANSI/TP11 Quality Crterta, 058.89 and BCSIl Bulling Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 583 D'Onotrio Drive, Madison. IM 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603543 608209 03 ROOF TRUSS 3 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:38 2006 Page 1 1 -0-0 5-1 -14 9-10-4 14-8-2 19-6-0 26-4-12 31 -5-10 36-6-8 39-0-0 40-. . 1-0-0 5-1 -14 4-8-6 4-9-14 4-9-14 6 -10-12 5-0-14 5-0-14 2-5-8 1-0-0 Scale= 1:72.9 5x5 = 7-2 • 6.00 72 3x5 i 1 : 3x5 6 g7 -10 -,I� 47 4x8 r 9 1.5x4 II 3x4 i 1.5x4 I I �x6 3x6 1.--• 5 - 6' 9 618 10 4x6 `` 4 , 11 4 1 9 : 9'7 3 . - .0 19 0-14 3x4 . —, 12 �� 1. n • i..+ 13 4x125 10x12MT20H= 20 19 18 17 8x12= 15 4x8= 8x10 MT2OH= 6x6 = 6x6 = 6x6 = 6x6 = 3.00 12 5-1 -14 I 9-10-4 , 14-8 -2 I 19-6-0 26 -4-12 I 31 -5-10 1 36-6-8 , 39-0-0 , 5-1 -14 4$6 4-9-14 4-9-14 6-10-12 5-0-14 5-0-14 2-5-8 Plate Offsets (X,Y): 12:0- 1- 5,0 -0-51 [3:0 -1- 12,0 -1-8], j9:03- 10,0 -1 -8], [13:0- 4- 0,0- 1 -15], [15:0 -3-0,0 -3-81, 117:0- 3- 4,0 -3.8], 121:0- 6 -0,0 -5 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.85 19-20 >544 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 .BC 0.96 Vert(TL) -1.30 19 -20 >356 180. MT2OH 139/108 .. TCDL Rep Stress Incr NO . WB 0.90 Horz(TL) 0.48 13 n/a n/a 0.0 BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 218 lb BCDL 10.0 - LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G'Except' TOP CHORD Structural wood sheathing directly applied. 1 -4 2 X 4 DF 2400F 1.7E, 10 -14 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 2400F 1.7E *Except* 9 -0-8 oc bracing: 18-19 - 16 -17 2 X 6 DF No.2, 13-15 2 X 6 DF No.2 8 -11 -9 oc bracing: 17 -18. WEBS 2 X 3 SPF Stud *Except* WEBS 1 Row at midpt 3 -20, 5-19, 9 -17, 9-18 3 -21 2 X 4 DF No.2 -G, 3 -20 2 X 4 HF Std, 6 -19 2 X 4 HF Std JOINTS 1 Brace at Jt(s): 22 6-82 X 4 HF Std, 9-16 2 X 4 OFNo.2- G,8- 182X4HFStd • REACTIONS (lb/size) 2=1863/0-5-8, 13= 1863/0 -5-8 Max Horz2=- 1(load case 5) Max Uplift2=- 390(Ioad case 5), 13=-390(load case 5) Max Grav2= 2400(load case 2), 13= 2400(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/52, 2 -3 =- 7509/1043,3 -4 =- 3896/619, 4 -5 =- 3718/630, 5-6=- 3004/579, 6 -7 =- 522/155, 7 -8 =- 531/152, 8-9=- 2946/602, 9- 10=- 5920/971, 10- 11=- 6034/954, 11-12=-6040/869, 12 -13=- 4663/657, 13-14 =087 BOT CHORD 2- 21=- 868/6710, 20- 21=- 865/6685, 19- 20= -402/3419, 18- 19=- 2642551, 17- 18=- 332/3030, 16- 17=- 341/3099, 15- 16=- 540/4148, 13- 15=- 538/4113 • WEBS 3-21 =- 3252968,3 -20=- 3523/499,5 -20=- 78/580,5 -19=- 1176/188,6 -19 =- 78/908,7 -22=- 21/103,6 -22 =- 2188/458, 8-22=-2188/458, 9-17=-995/97, 9-16=-457/3163, 11-16=-525/184, 12-16=-137/1264, 12-15=-887/184, 8-18=-137/965, 9 -18=- 1316216 � �ED PR OFFS NOTES ` GI ts% 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 �� i_ E9 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 psi (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 _ 1 % 6PE 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) 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. 1 111.1. -- 3, - 1 ` / 8) A plate rating reduction of 20% has been applied for the green lumber members. - _ 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of R J bearing surface. FbONG - 101 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 August 29,2006 r 1 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER R _ REFERENCE PAGE ML -7473 BEFORE USE. - - Design void for use only wsth Wok tonne tors. Ohs design Is based only upon parameter shown, and is for an Individual building component. Appicablity of design commenters and proper lncorporafon of component is responsiblity of buildng designer - not truss designer. Brodng shown Millet(' is for lateral support of individual web members only. Additional temporary boring to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of he overall structure is the sesponsibllyol the buiksng designer. For general guidance regarding fabrication. quaity control storage, deivery. erection and bracing. consult ANSI/TP11 Oudiy Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkito Institute, 583 D'Onehio Drive, Madison. NA 53719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty . Ply 608209-- BMCCanst- -Oak Street Townhomes 608209 D3 ROOF TRUSS 3 1 R22603543 Job Reference (optional) BMC West—Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:38 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- 14 = -64, 2- 21 = -20, 20- 21 = -20, 19-20=-20, 18- 19=- 60(F = -40), 17- 18 = -20, 16- 17 = -20, 15- 16 = -20, 13- 15= -20 • • • • • • • • • • • A WARNING . Verify design parameters mud READ NOTES ON 2705 AND INCLUDED BUTEiC REFERENCE JCE PAGE ND' -7473 BEFORE USE mar Design void for use ony with MTok connectors This design Is based only upon pararnoten shown. and is for an Individual building component. Appicabtily of design paramonfers and proper Incorporation of component is rosponribilfy of building designer • not truss designer. Bracing shown MiTe k • Is for lateral support of individual web members only. Additional temporary baring to Insure stablity during construe ion Is the responsibility of the erector. Additional permanent bracing of the overall structure is the resporssibilty of tine buikiisg designer. For general guidance regarding AMMO TO _ fabrication, coolly control storage, deivery, erection and bracing, consult ANSI/TPII Quality Critoriq DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Note Institute, 583 D'Onotio Drive, Madison V4 53719, Citrus Heights. CA, 55610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603544 608209 04 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:39 2006 Page 1 20-11-5 1-0-0 5-3-1 9-10-4 17 -7 -12 1: 2,11 21 , -4 26-4-12 31 -5-10 36b8 39-0-0 .. s r 1 -0-0 5-3-1 4-7 -3 7 -9-8 0. 4152 -10- 100 15 5-0-8 5-0-14 5-0-14 2 -5.8 1-0-0 Scale = 1:71.6 5x10 = - 6.7 5x5 6.00 12 6 7 . . 4-6 3c4 7 8 10 3x4 3x6 % 5 17 7 •' 7 4x8 3.6 _ w du 5x8 i 4 8-1 &.6 9 d i s 10 d 3� 5''._ ., 31 • 3x4 1 ' .g � 311 ~' 1 2 s / Via'. _: r._ ITY� 1213 [ / ./� s 75 ' d '�� 6x12 MT2OH= 4x8 = 4x10 % 8x12 MT2OH = 19 18 17 16 14 10x10 MT2OH = 3x4 = 3x8 = 5x6 % 5x8 = 3.00 nT I 5-1 -14 I 9-10-4 I 17 -7 -12 I 21-4-4 I 26 -4-12 ( 31-5-10 I 36-6-8 I 39-0-0 5-1 -14 4-8-6 7 -9-8 3-8-8 5-0-8 5-0-14 5-0-14 2 -5-8 Plate Offsets (X,Y): [2:0.0- 14,Edge], [6:0- 5- 0,0 -1 -4], [12:Edge,0 -0-2], [15:0- 5- 4,0 -3.8], [16:0 -3- 12,0 -3 -0], [19:0- 5- 0,0 -2-4], [20:0 -6-0,0 -3-10] LOADING (psf) SPACING 2 -0-0 CSI DEFL in floc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.41 19-20 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -0.94 18-19 >490 180 MT2OH. 139/108 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.52 12 r/a rVa BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 198 lb BCDL 10.0 - LUMBER BRACING TOP CHORD 2 X 4 DF No.2 C *Except* TOP CHORD Structural wood sheathing directly applied or 1 -10 -2 oc puffins. 4-6 2 X 4 OF 1800F 1.6E, 1 -4 2 X 4 OF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 4 DF No.2 G *Except* WEBS 1 Row at midpt 3 -19, 5.18, 6 -17, 8-17, 9 -16 - 2 -20 2 X 4 DF 2400F 1.7E, 19-20 2 X 4 OF 1800F 1.6E WEBS 2 X 4 HF Std 'Except' 3-20 2 X 4 OF No.2-G, 5.192X3SPF Stud, 8- 162X3SPFStud • 11-15 2 X 3 SPF Stud, 11-14 2 X 3 SPF Stud REACTIONS (lb/size) 2= 1697/0 -5-8, 12= 1697/0 -5-8 Max Horz2=- 1(load case 5) Max Uplift2=- 354(load case 5), 12=- 354(load case 5) Max Grav2= 2049(load case 2), 12= 2049(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 6346/917, 3- 4=- 3098/533, 4-5=- 2935/545, 5-6 =- 2224/473, 6-7 =- 1818/468, 7-8 =- 2125/488, 8- 9=- 2769/523, 9 -10=- 4812/756, 10- 11=- 4974/746, 11- 12=- 3727554, 12 -13 =0/49 BOT CHORD 2- 20=- 753/5642, 19 -20 =- 7285419, 18- 19=- 334/2727, 17 -18=- 153/1845, 16-17=-261/2372, 15- 16=- 582/4491, 1415 =- 443/3255, 12 -14=- 439/3212 WEBS 3 -204- 310/2714, 3 -19=- 2922/425, 5 -19= 0/363, 5 -104- 1040/215, 6 -18=- 50/685, 6 -17 =- 498/374, 7 -17 =- 138/708, 8- 17=- 895/187, 8-16=-32/520, 9- 16=- 2463/372, 9- 15=- 193/1964, 11 -15=- 134/1201, 11- 14=- 726/164 NOTES D. t'il% P R O 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 N G[ Sj O exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. c. "3, t. 9 2 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. s ky _ •y 3) Unbalanced snow loads have been considered for this design. 1 / 66PE • • 4) Thls 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. 14117 'MOP - 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. ma y; 9) A plate rating reduction of 20% has been applied for the green lumber members. -..:_�, -�� 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �Yfs� J bearing surface. F 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 August 29,2006 I a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ffid 7473 BEFORE USE Design veld for use only with Wok connectors This design Is based only upon parameters shows, and is for an Individual building component. Mr Applicability of design paramenfers and proper Incorporafion of component Is responsibility of building designer - not truss designer. Bracing shown 11n iTe k' Is for lateral supped of individual web members only. Additional temporary tracing to muse stability during construction Is the resrxnnsibiity of the erector. Additional permanent bracing of the overall structure is the responsibility ol the building designer. For general guidance regarding fabrication, quality conhoL storage delivery erection and bracing, consult ANSI/TP11 Quality CrIerfa, DSB -89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety Worma9on available from Truss Plate Institute, 583 D'Ono hie Drive, Madison yd 53719. Citrus Heights. CA, 95610 • ▪ • ▪ • Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603544 608209 D4 ROOF TRUSS 1 1 Job Reference (optional) BMC West—Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:40 2006 Page 2 LOAD CASE(S) Standard • • • • • • • • • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD•7473 BEFORE USE �p Design void for use only with MTok connectors. this design Is based only upon pararreten shown. and Is tor an Individual building component. ■ Applicability of design paromenters and proper Incorporation of component is responsibllty of building designer - not truss designer. Bracing shown i1 iTe k• is for lateral supped of individual web n moors only. Additional temporary bacing to insure stability during construction is the responsibility of the elector. Additional permanent bracing of the overall structure is the responslbilty of are building designer. For general guidance regarding eeWCe eC,,,ao,,.- tabnicafion. qualfy control storage. delvery, erection and bracing. certain ANSI/1P11 Ovalify Criteria. DI13-89 and BCS11 Bullring Component 7777 Greenback Lane. Suite 109 Safety Mtormaaen available from Truss Plato Institute, 583 D'Onwtrto Dove, Madison VA 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603545 608209 D5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:41 2006 Page 1 • 1 -s r 5-1 -14 9 -10-4 15 -7 -12 1. ,1.11 19-6 -0 22-11-5 2 , , 26-4-12 31 -5-10 36-6-8 39-0-0 ... r 1 -0-0 5-1 -14 4-8-6 5-9-8 0-4-15 3-5-5 3-5-5 0-4-15 3-0-8 5-0-14 5-0-14 2 -5-8 1-0-0 Scale = 1:71.7 5x5 i g = 5x5 • 5 6 7 . .7; .. 3x4 6 6.00 1 3x4 • • 4 1 - 5 517 6 : 16 7.16 ' '.1 %.:.:. 5x8 6 , r 3 17 .5 4510 dri �� 1 0.14 10 m 2 . _ �� 11 _ 4x10 % 8x12 MT2OH= 18 17 16 15 5x10 = 13 355 = 5x10 MT20H� 3x8 = 3x8 = 5x6 = 5x6 = 3.00 FE • 39-0-0 1 5-1-14 1 9-10-4 8 4 1 15 -7 -12 1 23-4-4 I 26-4-12 1 31-5-10 1 368 37 1 . 5-1 -14 4-8-6 5-9-8 7-8-8 3-0-8 5-0-14 5 -0-14 0-5-8 2-0-0 Plate Offsets (X,Y): (2:0 0 14,Edge(, [14:0 - 12,0 - 2 - 121, (18:0 . • LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdefl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.42 18-19 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.98 Vert(TL) -0.85 18-19 >513 180 MT20H 139/108 TCDL • 7.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.46 ' 13 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 198 lb BCDL 10.0 ___ - - LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly appEitid or 2.0.9 oc purlins. 1 -5 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. . BOT CHORD 2 X 4 DF No.2 G *Except' WEBS 1 Row at midpt 3 -18, 6-17, 6 -16, 9-15 - 2- 192X4OF2400F1 .7E,18- 192X4DF1800F1.6E WEBS 2 X 4 HF Std *Except' 3.192X4DFNo.2 -G, 4-18 2 X 3 SPF Stud, 8-16 2 X 3 SPF Stud 8. 152X3SPF Stud, 9- 152X3SPF Stud, 9- 142X3SPFStud 10- 142X4OFNo.2 -G, 10-13 2 X 3 SPF Stud REACTIONS (lb/size) 2= 1593/0 -5 -8, 13= 1806/D -5-8 Max Horz2=- 1(load case 5) . Max Uplift2=- 326(load case 5), 13= -433(load case 5) Max Grav2= 2044(load case 2), 13= 2256(load case 3) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2-3=-6341/816, 3-4 =- 3066/483, 4-5=- 2410/433, 5 -6 =- 2057/427, 6-7 =- 1801/399, 7-8 =- 2056/422, 8 -9 =- 2315/405, 9 -10=- 3415/420, 10 -11 =- 189/351, 11 -12 =0/48 BOT CHORD 2- 19= -663/5640, 18- 19=- 662/5636, 17- 18=- 272/2682, 16- 17=- 139/1959, 15- 16=- 153/1967, 14 -15=- 270/3048, 13- 14=- 438/247,11 -13 =- 264/199 WEBS 3-19=-262/2760, 3 -18=- 3180/418, 4 -18=- 3/333, 4-17= -822/179, 5 -17 =- 49/579, 6-17=-357/219, 6 -16=- 574/69, 7 -16=- 92/540, 8 -16=- 375/103, 8-15 =- 64/109, 9-15=-1227/130, 9- 14= 0/729, 10- 14= -489/3357, 10- 13=- 2017/380 ,i1/4E9 PROPeo • NOTES c- " �GlINE. - di 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 �‘ , C2., exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 4Gr 17 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. C; 157 : E r 3) Unbalanced snow loads have been considered for this design. 4. 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. 9/.., 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. �Kaisr J ' 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of R FOONG bearing surface Continued On page 2 EXPIRATION DATE: 06 -30 -08 August 29,2006 I e Al WARNING. • Verify design parameter. and READ NOTES ON THIS AND INCLUDED Ml7TR REFERENCE PAGE MD•7473 BEFORE USE D NM esign void for use only Wlh MTek connectors This design Is based only upon paranxrten shown. and is for an individual bulling component. Apptcabiify of design pammonters and proper incorporation of component Is responslblity of building cosigner not truss designer. Bracing shown M iTek� is for Intern! support of individual web members only. Additional temporary b aring to enure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsiblily o1 Hie bulldhng designer. For general guidance regrading .ewea.a.�..oe...- fabrication. quaity control storage, deivery, erection and bracing. consul ANSI/711 Qualify Criteria, 05849 and BCSI1 Bulling Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison wt 33719. Claus Heights, CA 95610 •1 1 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603545 608209 D5 ROOF TRUSS 1 1 Job Reference (optionag BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:41 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 • • • • • A WARNING • Varff f/ design parameter s and READ NOTES ON TRW AND INCLUDED ETTER' RETER NCE PAGE MD.7473 BFJrORE USE Design void (or use only with MTek connectors This design is based any upon Porarreten show), and is for an Individual building component. Applicability of design paramenters and proper Incorporallon of component Is responsbll ly of building designer- not truss designer. Bracing she M i Te k ' Is for lateral support of indivIdual web members onty . Additional tempor ray bracing to insure stability during construction Is Rsa responsibility of the erector. Addillanal permanent bracing of the overall structure is Ilse responsibllly of One building designer. For general guidance regarding __ fabrication. quail) conlroL storage, delvery, erection and bracing, consul ANSI/TPII Quality Criteria, DSB -89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Plate Institute, 383 D'Onohio Drive, Madison. WI 33719. Citrus Heights. CA, 95810 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R2260354 608209 El ROOF TRUSS 1 2 L Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:42 2006 Page 1 ' 5-10-3 33-5-4 3-4-0 5-3-12 6-5-12 9-5-12 14 -4-14 19-4-0 24-3-2 29-2-4 32 -2-4 321 1 35-5-0 38 1 i I 3-4-0 1 -11 -12 0-7-9 3 7 -9 3-0.0 4-11 -2 4-11 -2 4-11 -2 4-11 -2 3-0-0 0-8-9 1 -11 -12 3-5.8 141-c le =1:69.9 0-6-7 0-6-7 - • 5x10 5xl0 MT2OH ---::- 6.00 FIT 4x4 = 4x4 = 8x16 = 2x4 II 4x8 = 4x4 = 4x4 = 3x4 i 3 4 3556 6 7 8 6 10 11 12 3x4 d 1 fi r,' V�I 7 r � r • �• 0 \ ' I CI` „ , 15 e i a I$ ]d 26 25 24 d 18 17 16 4x10 % 23 22 21 20 19 8x10 MT2OH = 4x10 z.•.- axle MT2OH = 8x10 MT2OH = 6x8 = 8x10 MT20H= 2x4 II 4x8 = 2x4 II 8x10 MT20H= 3.00 I 12 6x8 = Bx10 MT2OH= I 3-4-0 1 5-3-12 ¶5-17 9-5-12 1 14-4-14 1 19-4 -0 I 24-3-2 1 29-2-4 1 32 -2-4 1 13 -5-4 35-5-0 I 38 -10-8 3-4-0 1 -11 -12 1 -2-0 3-0-0 4-11 -2 4-11 -2 4-11 -2 4-11 -2 3-0-0 1-3-0 1 -11 -12 3-5-8 Plate Offsets (X,Y): (6:0- 7- 4,0 -4-8], (16:0 -4- 12,0 -5-0], 126:0 -4- 12,0 -5-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1/def Lid • PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.70 21 >657 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.71 .Vert(TL) -1.42 21 >324 180 MT2OH 148/108 TCDL 7.0 Rep Stress !nor NO WB 0.81 Horz(TL) 0.44 14 n/a n/a ' BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 411 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 -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= 3021/0 -5-8, 14= 3095/0 -5-8 Max Horz1=- 28(load case 5) Max Upliftl=- 666(load case 5), 14 =- 722(load case 5) Max Grav1= 3632(load case 2), 14 =3748(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1- 2=- 110692074, 2-3=-10479/2053, 3.4 =- 9573/1894, 4-5=-10265/2026, 5 -6 =- 104662055, 6-7 =- 104662055, 7-8=-13783/2666, 8-9=-13783/2666, 9-10=-10601/2074, 10-11=-10503/2059, 11- 12=- 9728/1912, 12-13=-10651/2072, • 13-14=-11328/2087, 14-15 =052 BOT CHORD 1- 26=- 1789/9817, 25- 26=- 1734/9495, 24-25=-1894/10163, 23 -24 =- 1983/10699, 22 -23 =- 2383/12868, 21- 22=- 2383/12868, 20-21=-2392/12933, 19- 20=- 2392/12933, 18-19=-2003/10834, 17- 18=- 1927/10401, 16.17 =- 1754/9749, 14-16=-1806/10078 WEBS 2 -26=- 147/1174, 2 -25=- 78/519, 3 -25=- 4312598, 4-25=-1318/228, 4 -24=- 272/1804, 5-24=-392/22, 5-23=-831/265, 7 -23=- 28341500, 7 -22 =0237, 7 -21 =- 189/1156, 8 -21 =- 757258, 9-21=-178/1079, 9 -20= 0236, 9-19=-2755/489, 10-19=-894/274, 10- 18=- 266/5, 11- 18=- 273/1806, 11-17=-1407/247, 12 -17 =- 4452704, 13- 17=- 76/398, 13 -16=- 133/1192 NOTES fop PR OFFS 1) 2-ply truss to be connected together with 10d Common(.148'k3') Nails as follows: , 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. 5� fj I N s/ Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. C? �N ,`1' 02 k Webs connected as follows: 2 X 3 - 1 row at 0 -9-0 oc. r y 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 1576 " E f 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) TOLL: 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. �) • i-. 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. -. f4f , r* 7) Provide adequate drainage to prevent water ponding. �" -r - 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F oONG s4 9) All plates are MT20 plates unless otherwise indicated. Continued on page 2 EXPIRATION DATE: 06 -30 -08 August 29,2006 k •, d N WARNING • Verify design parameters and READ NOTES ON IRIS AND INCLUDED M1TPR REFERENCE PAGE MD• -7473 BEFORE USE fat Design void for use only with MTek connoctois. This design Is based only upon poramelers shown. and is for an hdlviduat bu9iing component. Apple nbltiy of design paramenters and proper Incorporation o1 component is responsiblity of bunking designer not truss designer. Bracing shown M iTek Is for lateral supped of ndlviduol web rrom ony. Additional temporary bracing to insure steblity dialog construction Is the responsibility of the - erector. Additional permanent bracing of the overall structure is the sespon»diy of the building designer. For general guidance regarding . fabxlcatiorn, quaiy control storage, deivery, erection and bracing. consult ANSI/1611 Quality Criteria, DSB-69 and BC511 Buttdng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pki le Institute, 383 TPOnohlo Drive, Madison, Nd 33719. Citrus Heights. CA 95610 Job Truss Truss Type City Ply 608209-- BMCConst —Oak Street Townhomes R22603546 608209 El ROOF TRUSS 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries. Inc. Tue Aug 2912:14:42 2006 Page 2 NOTES 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, 14 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) 2741b down and 1461b up at 33 -5-8, and 274lb down and 1461b up at 5-6-8 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 (ptf) Vert: 1- 3 = -64, 3- 12 = -121, 12- 15 = -64, 1- 26=- 38(F = -18), 24- 26=- 38(F = -18), 23- 24=- 38(F = -18), 19- 23=- 38(F = -18), 18- 19=- 38(F = -18), 16- 18=- 38(F = -18), 14- 16=- 38(F = -18) Concentrated Loads (lb) Vert: 3 = -274 12= -274 • • r 1 Al WARNING . Verify design parameters and RECD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD- 7473 HEFORE USE. Design veld for use only with MTok connectors. This design Is based only upon parameters shown, and is for on hdrviclual building component. Appricablity of design porn enters and properincorporalon of component is rosponsibllty of building designer- not truss designer. Mocha shown MiTek Is for lateral support of 6xsMNdual wob members only. Additional temporary Pacing to insure stagily during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the respanslbiily of the building designer. For general guidance regarding tabricafiort qualty Control storage. delvery, erection and Pacing consult ANSI/IPII Qualify Criteria, DSB-89 and BCSI1 &41dng Compnent 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onot io Drive, Madison WI 53719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603547 608209 E2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:44 2006 Page 1 • 9-5-12 31.6-5 I 3-4-0 I 7 -2 -11 7110/3 I I I 30.1 I 16-0-9 22 -7 -7 29-2-4 10 - 35-5-0 I 38-10-8 3?-i43 3-4-0 3-10-11 {x 10 -11 0- 7- 81 -7 -9 6-6-13 6-6-13 6-6-13 190.7 -8 310-11 35-8 1 ie =1:69.9 • • 5x10 1.5x4 II . 6.00 12 4x8 = 3x6 = 3x8 = 3x4 = 5x12 3 4 3-5 5 6 7 5-9 8 9 3x5 i %� 14 3x5 v 2 1 -3 �4 B • 17 5'7 7 -1 7.16 - 5 �� 1�0 �� / / 1414 g o %��t;�� - � i 4 � i il 4 1 F��II �V 11 d _ - I d a d 20 19 14 13 4x12 4x12 8x10 MT2OH 6x10 = 18 17 16 15 6x10 = 8x12 MT2OH= 5x6 = 4x8 = 1.5x4 II 5x10 MT2OH = 3.00 12 I 3-4-0 I 6-5-12 I 9-5-12 I 16-0-9 I 22 -7 -7 I 29-2-4 I 32 -2-4 I 35-5-0 I 38-10-8 I 3-4-0 3-1 -12 3-0-0 6-6-13 6-6-13 6-6-13 3-0-0 3-2 -12 3-5-8 Plate Offsets (X,Y): [13:0- 6 -0,0.5 -41 [14:0.8- 3,0 -3-9], [15:0 -6 -0,0 -2-81, (18:0- 3 -0,0- 2 -121 [19:0- 7- 7,0 -3 -91, [20:0 -4- 12,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.69 16-17 >665 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -1.36 16.17 >340. 180 MT2OH 139/108 TCDL 7.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.49 11 n/a n/a BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) Weight: 183 lb BCDL 10.0 _ LUMBER BRACING TOP CHORD 2 X 4 OF No.2 G *Except TOP CHORD Structural wood sheathing directly applied. 3-5 2 X 4 OF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9 -10-4 oc bracing. BOT CHORD 2 X 6 DF 2400F 1.7E 'Except' WEBS 1 Row at midpt 7 -15 18- 192X6DFNo. 2, 15- 182X4DF1800F1.6E,14- 152X6OFNo.2 WEBS 2 X 3 SPF Stud 'Except* 3-19 2 X 4 DF No.2 -G, 4-17 2 X 4 HF Std, 7 -17 2 X 4 HF Std 7 -152 X 4 HF Std, 9-14 2 X 4 DF No.2-G REACTIONS (lb/size) 1= 1612/0 -5 -8, 11= 1693/0 -5-8 Max Horz1=- 28(load case 5) Max Uplift1=- 270(load case 5), 11=- 329(load case 5) Max Grav1= 2198(load case 2), 11= 2322(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 6662/779, 2 -3=- 5151/630, 3-4 =- 4027/532, 4-5=- 5488/720, 5-6=- 5488/720, 6 -7 =- 5488/720, 7 -8=- 4298/570, 8 -9 =- 4126/536, 9-10 =- 5200/626, 10- 11=- 67951760, 11 -12 =0/52 BOT CHORD 1- 20=- 636/5904, 19- 20=- 615/5683, 18- 19= -436/4390, 17 -18=- 420/4269, 16- 17=- 569/5507, 15- 16=- 570/5508, 14 -15 =- 436/4443, 13-14=-601/5810, 11 -104- 619/6031 WEBS 2 -2(>- 59/965, 2 -19=- 1177/187, 3 -19 =- 2222071, 4 -19=- 620/49, 4 -18 =- 973/163, 4 -17 =- 170/1622, 6 -17= -649/155, 7- 17=- 133/86, 7-16=0/245, 7 -15 =- 1602/174, 8- 15=- 31681, 8-14 =- 547/43, 9.14 =- 2172070, 10 -14=- 1261 /176, 10 -104- 42/966 1) Wind: co : 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 '�7 N R�FF °LS> exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL= 1.33. � t, / ! 0 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45 -0-0 y 3) Unbalanced snow loads have been considered for this design. 157 J • P E 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. 111111 �� 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. --• ;c i 9) A plate rating reduction of 20% has been applied for the green lumber members. 4 ,411 * .41 ‘' RY 2� J 10) Bearing at joint(s) 1, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 19.4 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 EXPIRATION DATE: 06 -30 -08 ) August 29,2006 • Ai WARNDVO • Verify design parameters and READ NOTES ON TIBS AND INCLUDED NITER REFERENCE PAGE MD•7473 BEFORE USE Design valid for use only with MTek connec tors !his design Is based Only upon narometen shown, and is for on Individual building component. Applicability of design pammenters and propertncorporafion of component Is responsibility of building designer- not buss designer. Bracing shown MliTek 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 shucture is the responsibility of the building designer. For general guidance regarding fabrication, quality Control storage, delivery. ereclion and bracing consult ANSI/TPI1 Quality Criteria, 05649 and BCSIt Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkite Institute, 583 D'Onolno Drive. Madison, Vil 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603547 608209 E2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:44 2006 Page 2 LOAD CASE(S) Standard • • WARNING • Verify design parameters and READ NOTES ON 7785 AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. Design veld for use only with MTek connectors. Thts design Is bored only upon parameter shown, and is for an Individual building component. Appficabily of design palamenlen and proper Incorporation of component is responslbliy of butdsng designer - not truss designer. Bracing shown MiTek' Ls for lalerol support of individual web members only. Additional temporary Pacing to insure stabl6N during construction Is the responsibility of the erector. Additional permanent bracing of the overall snuclwe Is he responsiblly of he building designer. For general guidance regarding - fabrication, qualy control storage, delvery, erection and bracing, consul] ANSI/R11 Qualify Criteria, 050.839 and BCSI1 Bulldng Component 7777 Greenback Lane. S1de 109 Safety Informafion available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, V4 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603548 608209 E3 ROOF TRUSS 1 1 Job Reference (optional) ' BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:45 2006 Page 1 - 9-10-3 29-6-5 3-4-0 6-5-12 9-2 -11 9- 12 15-4 -8 23-4-8 28-10-13 2• , 32 -2-4 35-5-0 38 -10-8 39-1. , 3-4-0 3-1-12 2 -8-15 0-3-1 5-6-5 8-0-0 5-6-5 0-3-7 2 -7 -15 3-2-12 3-5.8 1 . ; ° le = 1:70.2 0-4-7 0-4-1 - • 6x10 = 6x12 = 4x4 = 4x8 = 4x4 = 6.00 I 12 4 4-6 5 6 8 4x8 � 4.. � �`_ 4x8 � ' 3 9 3x6 i 1-0 5-' 7 7•' 6 '� 8.123x6 • •\ ' d, 2 10-,4 10 g 1 ice JL' ■��1 — �fi..��-.41"' 11 12 us ii d . I:�, 1618 - � 1 1 1 2i 6 " 20 19 - 14 13 4x12 % 8x12 MT2OH = 858 = 18 17 16 15 858 = 8x12 MT2OH= 4x12 6x8 = 2x4 I I 2x4 II 6x8 = 3.00 FIT I 3-4-0 I 6-5-12 I 9-5-12 l 15-4-8 I 23-0-8 I 29-2-4 1 32-2-4 l 35-5-0 38-10-8 ' 3-4-0 3-1 -12 3-0-0 5-10 -12 8-0-0 5-9-12 3-0-0 3-2 -12 3-5-8 Plate Offsets (X,Y): [1:0- 1- 4,0 -0-8], [4:0.5-0,0 -1 -7], [8:0 -6-0,0 -0-15], [11:0- 1- 5,0 -0-5], [13:0- 6 -0,Edge], [14:0 - 5.8,0 -5.0], [15:0- 4- 4,0- 3 -12], [18:0-4-4,0-3-12], [19:0- 5- 8,0 -5-0], [20:0 -6-0 ,Edge] LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 . Vert(LL) -0.61 16-17 >757 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -1.02 16-17 >451 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.43 11 rl/a n/a BCLL 0.0 Code IBC2003/fP12002 (Matrix) Weight: 207 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 -8-14 oc puffins. 4-6 2 X 6 DF No.2, 6-8 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 *Except* WEBS 1 Row at midpt 3 -18, 5-18, 7 -15, 9 -15 18 -192 X6 OFNo.2,14- 152X6DFNo.2 WEBS 2 X 3 SPF Stud 'Except* 3-19 2 X 4 HF Std, 5-18 2 X 4 HF Std, 7-15 2 X 4 HF Std 9- 142X4HFStd REACTIONS (lb/size) 1= 1777/0 -5-8, 11=1857/0-5-8 Max Horz 1=- 28(load case 5) Max Uplift1=- 305(load case 5), 11=- 364(load case 5) Max Grav1= 2396(load case 2), 11= 2519(load case 3) .. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=- 7317/891, 2 -3=- 5652/723, 3 -4= -4135/575, 4-5=- 3834/554, 5 -6= 5063/723, 6 -7 =- 5063/723, 7 -8=- 3880/556, • 8- 9=- 4156/575, 9 -10 =- 5697/720, 10.11 =- 7475/875, 11 -12 =0/52 BOT CHORD 1- 20=- 734/6486, 19- 20=- 707/6232, 18- 19=- 560/5271, 17- 18=- 5395063, 16.17= 539/5063, 15 -16=- 5395063, 14 -15 =- 5565313, 13 -14= -698/6383, 11 -13=- 721 /6638 WEBS 2- 20=- 88/1129, 2- 19=- 1272/186, 3-19 =- 185/1866, 3-18=-2022/263, 4-18 =- 151/1339, 5-18=-2095/217, 5-17= 0/492, _ 7 -16= 0/481, 7 -15=- 2043216, 8 -15=- 152/1349, 9 -15=- 2061260, 9 -14 =- 182/1914, 10- 14=- 1386/180, 10- 13=- 71/1142 � � Ep O Ffs NOTES 'L ( S 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCD,= S.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right �<D 0 F,9 O, 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 15 ' - 6 P E 9 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 nonconcurrent with any other live loads. . / 7) All plates are MT20 plates unless otherwise indicated. al �j' L`y 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 1. -AIRY 25' J 9) Bearing at joint(s) 1, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. DO 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 . August 29,2006 ■ ■ Ak WARNING. . Verify design parameters and REED NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MD•7473 BEFORE USE ININ• Design veld for use only wIlh Mick connectors. This design Is based only upon parameters snows and Is for an individual building component. Appbcabffity of design paiamenten and properincorporcilon of component is responsibily of building designer - not truss designer. &adng shown MiTek. is for lateral support of individual web nmmrsars only. Addllional temporary bracing to insure stability during construction Is the responsibility of the erector. Addiliawt permanent bracing of the overall sIucture Is the responsibiltyol the building designer. For general guidance regarding •er.ce ,a .e..a -.., fabrication, qualty control storage, delvery, erection and bracing. consult ANSI/TPt1 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lone. Suite 109 Safety information available from Truss Male Inslitute, 583 D'Onofrio Drive, Madison. M 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603548 608209 E3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:14:45 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- 8 = -64, 8- 12 = -64, 1- 20 = -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 1 A WARNING • Verify design parameters and READ NOME ON TIBS AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE Design veld for use only with Wok cornet fors. Ns design Is based only upon parameter shovel. and is for an individual building component. Apprtcabibty of design paromenters and proper Incorporation of component Is rasp: nslbllty of building designer - not truss designer. Bracing shown _ iTe k Is for lateral support of Individual web members only. Additional temperer/ tracing to Insure stat ltty during construction Is the msponslblllty of the na erector. Additional permanent bracing of the overall structure is the responslblllyel Bee buikti ng designer. For general guidance regarding fabrications, acuity control storage. delvery. erection and bracing. consul! ANSI/RIl Quality Criteria, DSB-89 and 9CS11 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Mote Institute, 583 D'Onotuo Drive, Madison Vd 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603545 608209 E4 ROOF TRUSS 1 1 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:47 2006 Page 1 11-10-3 29-2 -4 2-10-8 6.11 -4 9-5-12 11-5-12 15-4-8 23-4 -8 26-10-13 27 3-4 31-8-12 35-10-8 38-10-8 . 1. 2 -10-8 4-0-12 2 -6-8 2-0-00-4-7 3-6-5 8-0-0 3-6-5 0-4-7 2 -6-8 4-1 -12 34-0 141:le = 1:69.9 1 -11 -0 5x6 = 3x4 = 3x4 = 5x6 = 3x4 5 6 5-8 • 7 8 3x4 6.00 12 N 4 9 4 4x8 10 iS 0 6-2 6 9 7 -'8 ' -17 8 • 7 8-13 3x5 i 4:1 3 6 10- fi� 3x5 d • 11 ufr 3 2 1_....1,1° ''� 1- �— 1 se=w Wit, - m \��' _ / Vim\ A;� 12 ,o o $ g g: C a -- �a ` 4 I d I d •• 23 22 d 15 14 4x12 6x16 = 21 20 19 18 17 16 8x10 = 8x12 MT2OH = 8.12 MT2OH= 6x6 = 4x8 = 2.4 11 2x4 II 4x8 = 6x6 = 4x12 3.00 FIF l 2 -10-8 I 6-11-4 I 9-5-12 1 11-5-12 1 15-4-8 I 23-4 -8 I 27 -3-4 1 29-2-4 1 31 12 I 35-10-8 I 38 -10-8 2 -10-8 4-0-12 2 -6-8 2-0-0 3-10-12 8-0-0 3-10-12 1 -11-0 2-6-8 4-1 -12 3-0-0 Plate Offsets (X,Y): (5:0- 2- 7,0- 1 -12], [8:0-2-7,0-1-121,114:0-6-0,0-5-41,115:0-7-0,0-4-121, [16:0- 3- 0,0 -3 -8], 121:0-3-0,0-3-81,122:0-8-0,0-4-41, [23:0.6 -0,0 -5 -4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.61 18 >754 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.87 Vert(TL) - 1.07 18-19 >430 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO VVB 0.97 Horz(TL) 0.42 12 n/a n/a BCLL 0. 0 Code IBC2003/TP12002 (Matrix) Weight: 205 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G `Except* TOP CHORD Structural wood sheathing directly applied. 5-8 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 3 -21, 6-20, 7 -17, 10 -16 - 21-22 2 X 6 OF No.2, 15-16 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud 'Except* 3-222 X 4 HF Std, 10-15 2 X 4 HF Std .., REACTIONS (lb/size) 1= 1777/0 -5-8, 12= 1857/0 -5 -8 Max Horz1=- 28(load case 5) Max Upliftl=- 312(load case 5), 12=- 370(load case 5) Max Grav1= 2341(load case 2), 12= 2464(load case 3) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 6841/874, 2 -3=- 5223/705, 3-4=- 3997/596, 4-5=- 3718/581, 5-6=-3383/542, 6 -7 =- 3913/630, 7 -8=- 3404/542, 8-9=-3732/580, 9.10 =- 4015 /595, 10- 11=- 5265/702, 11 -12 =- 6991/859, 12- 13 =0 /52 BOT CHORD 1- 23=- 719/6029, 22-23=-697/5805, 21- 22=- 541/4868, 20- 21=- 354/3498, 19- 20=- 409/3913, 18- 19=- 409/3913, 17- 18=- 409/3913, 16- 17=- 352/3511, 15- 16=- 538/4910, 14-15 =-689 /5965, 12 -14=- 707/6190 WEBS 2 -23=- 70/996, 2 -22=- 1200/188, 3 -22=- 162/1699, 3 -21 =- 1964/270, 4 -21= -601395, 4-20 - 25381, 5-20 =- 185/1197, 6 -20=- 1759/157,6 -19= 0/694,7 -18= 0/673,7 -17 =- 1727/157,8 -17 =- 184/1187,9 -17 =- 246/78,9 -16=- 61/415, 10- 16=- 2020/270, 10 -15 =- 161/1750, 11 -15=- 1323/182, 11 -14=- 54/1007 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 '` � Q E PR Of� G s s/ exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. C?�� OA / E9 O 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Fully Exp. <t, y 3) Unbalanced snow loads have been considered for this design. 15 66PE 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. . * 11 11. NEI . 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. 41W/4 !: ' 10) Bearing at joint(s) 1, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �i J capacity of bearing surface. FD O N 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 August 29,2006 • • A W4RNDVO. Verify design Parameters and READ NOTE ON THIS AND INCLUDED AMER REFERENCE PAGE MQ -7473 BEFORE USE. tip Design vald for use only with Wok connectors. This design Is bawd only upon parameters shown. and is for an Individual building component. MT AppOcabifty of design paramonters and proper Incorporation of component Is responsibility of bulldrrlg designer - not fuss designer. Brodng shown MiTek Is for lateral support of Individual wob members only. Additional temporary bracing to trtsure stability during construction Is the responsibility of Inc elector. Additional permanent bracing of the overall structure is the responsibiltyol the building designer. For general guidonce regarding fabrication, quofy control storage. deivery, erection and bracing. consuO ANSI/TPI1 Quality Criteria, DSB -89 and 8CSI1 BulIdng Component 7777 Greenback Lane. Suite 109 Safety Information avallable from Truss Pkrlo Instltula, 583 D'Onotrfo Drive, Madison, lM 53719. Citrus Heights. CA, 95610 ▪ • ▪ • Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603545 608209 E4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 2912:14:47 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, 5- 8 = -64, 8- 13 = -64, 1- 23 = -20, 22- 23 = -20, 21- 22 = -20, 19- 21 = -20, 18- 19= -60(F = -40), 16- 18 = -20, 15- 16 = -20, 14- 15 = -20, 12- 14 = -20 r e A WARNING. VeAfg design parameters and READ NOTES ON TICS AND INCLUDED IUTRS REFERENCE PAGE MIi -7473 BEFORE USE. Design valid for use only with MTek connectors. this design Is based only upon nalasnaters shown. and is for an Individual bundling component. Applicability of design paramentors and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown IVIi Te k • Is for lateral support of individual web nmmbors only. Additional temporary pacing to hlsum stability during construction Is the responsibility of the elector. Additional permanent bracing of the overall shucture is the responsibiltyol the buildeig designer. For general guidance regarding _ ICVICIP fabrication. dually control storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BC311 Butldng Component 7777 Greenback Lane. Suite 109 Safety Information available horn Truss Plato Institute, 583 D'Onohio Drive, Madison, WI 33719. Citrus Heights. CA O361 0 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260355 608209 ES ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:48 2006 Page 1 11 -10-3 29-2 -4 2 -108 6-11-4 9-5-12 11 -5-12 15-48 23.4-8 26 -10-13 27 f� I 31 -8-12 , 35 -10-8 38.10 -8 39-1 1 1 I 1 I I I � 1e= 1:70.1 2 4-0-12 2-6-8 2-0-00 -4-7 3-6-5 8-0-0 3-6-5 0-4-7 2 -6-8 4-1 -12 3-40 14 1 -11-0 5x6 = 6 10 • 3x5 = 3x4 = 5x6 = • 6.00 12 3x4 i 5 26 7 59 8 2\ 3x4 s . 11 4x8 % 4 4x8 3 1{ tOt�5 5:2 7- 7•:1 : 0 , 19 3 "B 3x6 1fa • , 14 0 g 25 24 17 16 • -"•• co c5 ^ 4x12% 23 22 21 20 19 18 8x10= 8x12 MT2OH = 8x12 MT2OH = Bx70 = 6x6 = 4x8 = 3x6 I I 3x6 II 4x8 = 6x6 = 4x12 3.00 12 1 2 -10-8 1 611-4 1 9-5-12 1 11 -5.12 15-4-8 1 23-4-8 1 27 -3-4 1 29-2-4 1 31 -8-12 1 35-10-8 1 38 -10-8 1 2 -10-8 4 -0-12 2-6-8 2-0-0 3- 10-12 8-0-0 3 -10-12 1 -11-0 2-6-8 4-1 -12 3-0-0 Plate Offsets (X,Y): [1:0- 5- 4,0 -2 -0], [5:0 -2- 15,0 -2 -7], [9:0.2- 15,0 -2 -7], [14:0- 2- 1,0 -0 [16:0- 6 -0,Edge], [17:0 - 7.0,0 -5 -0], [18:0- 3- 0,0 -3 -8], [23:0 -3- 0,0.3 -8], [24:0 -6- 12,0 - 4-12), [25:0- 6 -0,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udeft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.78 19-20 >592 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.91 Vert(TL) -1.23 20 -21 >375 180 MT2OH 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.43 14 ri/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 216 lb • BCDL 10.0 . LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied. 5-9 2 X 4 DF 2400F 1.7E, 10 -15 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 7-6 -14 oc bracing. - BOT CHORD 2 X 6 DF 2400F 1.7E *Except* WEBS 1 Row at midpt 3 -23, 7 -22, 8 -19, 12 -18 23- 242X6OFNo.2,17- 182X6DFNo.2 WEBS 2 X 3 SPF Stud *Except* 3-242 X 4 HF Std, 7-22 2 X 4 HF Std, 8-19 2 X4HFStd 12-17 2 X 4 HF Std REACTIONS (lb/size) 1= 1923/0 -5-8, 14= 2002/0 -5-8 Max Horz 1=- 28(load case 5) Max Uplift1=- 540(Ioad case 5), 14=- 597(load case 5) Max Grav1= 2438(Ioad case 2), 14= 2561(load case 3) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 7141/1578,2 -3 =- 5479/1301,3 -4 =- 4209/1095,4 -5 =- 3938/1063,5 -6 =- 128/0,5 -26 =- 3626/1175,7 -26 =- 3626/1175, 7-8=-3987/1294, 8-27=-3648/1178, 9-27=-3648/1178, 9-10=-128/0, 9-11=-3952/1063, 11-12=-4230/1098, 12-13=-5525/1305 , 13 -14 =- 7301/1583, 14 -15 =0/52 BOT CHORD 1- 25=- 1343/6295, 24 -25 =- 1299/6061, 23- 24=- 1099/5109, 22 -23=- 794/3683, 21- 22=- 932/3987, 20- 21=- 932/3987, 19- 20=- 932/3987, 18-19=-795/3699, 17-18=-1102/5153, 16-17=-1312/6231, 14-16=-1353/6467 WEBS 2 -25=- 171/1039, 2 -24=- 1226254, 3 -24=- 317/1767, 3 -23 =- 2044/438, 4-23=-92/365, 4-22=-157/39, 5 -22=- 79/1345, • 12- 8= ?218444, 12 63/ 91821, 1 13-17=-1357/265, 5 13 -16=- 59 1 052 /1337 , 11 -19 - 152/47, 11 -18 =- 97/385, S.1 \-. Cs. 'r° 3 � 6) NOTES 9 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 Ct 1 / 66PE f 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 ties snow loads have been co m fla for this design. ` • 4) This truss has been designed for 2.00 times flat roof f load d o 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. 11161 . ► - �LJ� / 7) All plates are MT20 plates unless otherwise indicated. /. J 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6-0 ON G ` � 9 A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 f EXPIRATION DATE: 06 -30 -08 August 29,2006 l • AI WARNING • Verify design parameters and READ NOTES ON r7Tr6 AND INCLUDED MITES REFERENCE PAGE d,II-7473 BEFORE USE ' Design void for use only with MTok connectors. This design Is based only upon paramelon shown. and is for an i nclaidual building component. Applicability of design parcrmentars and proper incorporation of component is rosponsiWly of building designer- not truss designer. Bracing shown MiTek' Is for lateral support of individual web members ony. Additional temporary bracing to rlsure stabliy during construction Is the responsibility of the erector. Additional permanent bracing o1 the overall structure is the responslbily of the building designer. For general guidance regarding fabrication, qualty control storage. delvery, erection and bracing. consul ANSI/TP11 Quality Criteria, DSB-89 and BCSll Bulldrrg Component 7777 Greenback Lane. Suite 109 Safety Information avallohla from Truss Plate Institute, 583 D'Onotiio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R2260355C 608209 E5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:49 2006 Page 2 NOTES 10) Bearing at joint(s) 1, 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. 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- 9 =-64, 9- 10 = -64, 9- 15 =-64, 1- 25 = -20, 24- 25 = -20, 23- 24 = -20, 21- 23 = -20, 20- 21=- 60(F = -40), 18- 20 = -20, 17- 18 = -20, 16- 17 = -20, 14- 16= -20 • • • • A WARNING . Verify design parameters and READ NOTES ON THIS AND INCIGDED AIMS' REFERENCE PAGE Md.7473 SEI'ORE USE Design void for use only with MTek connectors. This design Is based only upon parameters shovan, and is for an Individual building component. Apptirnbitiy ngdesigner- nottrussdesigner.Bmdngshown MiTek is for lateral support of individual web mambo s only. Additional temporary daring to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of Ilse overall structure is the sesponsibily of the buikling designer. For general guidance regarding PSv.ne.- IubricatiorL cruelty control storage, deivery, erection and bracing, consult ANSI/TM Quality Criteria, DSB-89 and BCS11 Building Component 7777 Greenback Lane. Suite 109 Solely Information available from Truss Plate Institute, 383 D'Onotiio Drive. Madison VI 53719. Citrus liei0hts, CA. 95610 Job Truss Truss Type Oty Ply 608209- -BMC Const —Oak Street Townhomes R22603551 608209 EGE ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 8.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:50 2006 Page 1 I 7 -6-0 15-0-0 I 7 -6-0 7 -6-0 4x4 = Scale = 1:28.1 4 1.5x4 II ' 1.5x4 II 6.00 I 3 1.5x4 II r II 7 1-4 4. 1 7 5x 6 4 , 2 r A ■ 11. ■ � 3x4 = 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 15-0-0 I 15-0-0 LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL in (loc) &dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr. NO WB 0.05 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 Code IBC2003/fPl2002 (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 =- 60/86, 5-6=- 77/55, 6 -7 =89/66 BOT CHORD 1 -12 =0/41, 11 -12 =0/41, 10 -11 =0/41, 9-1C;=0/41, 8- 9= 0/41, 7-8 =0/41 WEBS 4- 10= -124), 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; 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 loath. 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 bearin s �Efl PR OF'- 8) Gable studs spaced at 2 -0-0 oc. 9) A plate rating reduction of 20% has been applied for the green lumber members. \ c) 1 4G ) F9 % 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C LOADCASE(S) Standard 1 / 66PE . _- 4 i' illy F�ONG EXPIRATION DATE: 06 -30 -08 August 29,2006 1 A WARNING.. Verify design paremetens and READ NOTES ON TICS AND INCLUDED E TTER REFERENCE PAGE MD -7473 BEFORE USE. D rirt esign void for use only WWI MTok connectors. ills design Is based only upon parameters shows, and Is for an Individual building component. Apprlcablity of design paramontors and proper Incorporcbon of component Is responsibllty o1 building designer- not truss designer. Bracing shown MiTek Is ler Lateral support 01 individual web members only. Additional temporary bracing to Insure stability during construction Is the msponsibllity of the erector. Additional permanent bracing of the overall structure is the responslbilty 0I One building designer. For general guidance regarding lubrication, wally control storage, delvery, erectkm and bracing, consul ANSI/TP11 Quality Criteria, DSB -89 and BC1I1 Building Component 7777 Greenback Lane. Site 109 Solely Wormalon avallabkr from truss Plate Institute. 583 D'Onotrio Drive, Madison. WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Coast- -Oak Street Townhomes R22603553 608209 Fl ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:52 2006 Page 1 5-11 -11 2 -9-12 I 5-8-8 5-9• 8-8-2 i 11_68 I 15-0 -0 - 2 -9-12 2 -10-12 0-1 -4 2-8-7 2-10-6 3-5-8 Scale= 1:26.4 01ST i 3x8 = 1.5x4 I I 3x8 = 3 i 4 12 5 6 6.00 1 , 8 e 3x4 `' 4 4-8 bf 6g 1 -3 - , 2 2 -10 4$ 1-3 �a r, MO I�. r, 1-11 ,0 9 13 8 A I'l 6x8 = 2x4 II 6x8 = 11 3x5 = 7 6x6 = 3,00 I 204 I I 2 -9-12 I 5-8-8 5-9 8-8-2 I 11-68 I 15-0-0 1 2 -9-12 2 -10-12 0-1-4 2 -10-6 2-10-6 3-5-8 Plate Offsets (X,Y): [1:0- 2- 4,0 -1-8), [3:0- 4- 0,0-0.10[, [8:0- 4- 4,0 -3 -81 [10:0 -3- 12,0 -3 -81 (11:0- 3 -0,0 -3 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.07 9 >999 ' 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.16 9 -10 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.07 7 n/a n/a BCLL 0.0 Code IBC2003/11P12002 (Matrix) Weight: 73 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 -7 oc puffins, except - BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 6-8 2 X 4 DF No.2 -G REACTIONS (lb/size) 1= 1045/0 -5-8, 7= 1159/0 -5 -8 Max Horz 1= 18(toad case 5) Max Upli t1=- 235(load case 5), 7=- 296(load case 5) Max Grav1= 1050(load case 2), 7= 1318(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 1995/483, 2 -3=- 2435/662, 3 -4=- 2220/626, 4-12 =- 1840/447, 5-12 =- 1840/447, 5-6 =- 1840/447, 6 -7 =- 1228/310 BOT CHORD 1- 11=- 418/1730, 10 -11 =- 423/1764, 9- 10=- 549/2445, 9-13 =- 549/2444, 8-13=-549/2444, 7 -8= -10/45 WEBS 2 -11 =- 316/143, 2 -10 =- 146/664, 310 = 0/475, 4 -1 267/133, 4 -9= 0/162, 4-8=-7361216, 5-8=- 495/179, 6-8 =- 455/2052 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. PR 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l�r ,ikto OFFS D 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. G[ N 0/ 7) A plate rating reduction of 20% has been applied for the green lumber members. � �� Fig O 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of it✓ y bearing surface. 15 e : ..PE f 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Girder carries hip end with 5-8-8 end setback 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2561b down and 1451b up at q 5 -8-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 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 I iiitt.;., -� A* �J GONG Continued on page 2 EXPIRATION DATE: 06 -30 -08 August 29,2006 A WARREN; • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REPERF NC.E PAGE Ml) -7873 RP7'ORE USE. NI Design void for use only •ith MTek connectors. This design Is based only upon parameters shows, and is for an hdiviclual building component. Applicability of design parcrmontors and proper incorpwafon of component is responsibily of building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary brioche to harm stability auring consinrctlorn is the responsibility of the erector. Additional permanent bracing at the overall structure is the responsiblly of the bulleng designer. For general guidance regarding - faWication, Uualy control storage, delvery, erection and bracing. consult ANSI/PI1 Quality Catena, DSB-89 and BCSII Butldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate institute, 583 O'Onohio Drive, Madison. wt 53719. Citrus Heights, CA, 95610 • • Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R2260355.. 608209 F1 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:52 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 -6= -116, 1- 11=- 36(F = -16), 10- 11=- 36(F = -16), 8- 10=- 36(F = -16), 7- 8=- 36(F = -16) • Concentrated Loads (lb) Vert:3= -256 • • Al Y WARNING • Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE 1111-7473 BEFORE USE. Design veld for use only with /vtiTok connectors. This design Is based only upon paramelen shown. and is for an Individual building component. p Apptcabiiy of design commenters arid properincorporalion of component Is responsibliy of building designer- not truss designer. Bracing shown MiTek. Is for lateral support of Individual web rremboss only. Additional temporary tracing to Insure sfabIliy during construction Is the responsibility of the iV1 erector. Additional permanent tracing of the overall shucture is the responabllyoi the building designer. For general guidance regarding PeY,.es ra .e..n.r.. fabrication, guilty control storage, deivery. erection and bracing. consul ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Irstormaton available from True Plate Institute, 583 D'Onohio Drive, Madison, lM 53719. Citrus Heights. CA, 95610 Job Truss Truss Type City Ply 608209 - -BMC Const - -Oak Street Townhomes R22663554 608209 F2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:53 2006 Page 1 I 2-9-12 I 4-6-0 7 -7-4 7 11 12 -10-4 I 15-0 -0 I 2 -9-12 1 -8-4 3-1 -4 0-4-7 4 -10-9 2 -1 -12 4x4 Scale = 1:29.4 4 - 6 3x4 = 3x4 = 4 . 5 6 • • .. 6.00 12 3x4 -- 14 3 3x4 i I. e 2 1 �� 10 • 1 i:� �_� h Ii ►c. 10 9 8 I OM 11 5x5 = 3x8 = 5x5 = w/ 3x4 = 5x5 = 1.5x4 I I 3.00 lif 2 -9-12 I 4-63 I 7 -7-4 I 12 -10-4 I 15-0-0 l 2 -9-12 1-8-4 3-1-4 5-3-0 2-1-12 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.03 10 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.27 Vert (TL) - 0.08 8-9 >999 180 TCDL 7.0 Rep Stress !nor YES WB 0.47 Horz(TL) 0.03 7 n/a n/a BCD, 10.0 Code IBC2003/fP12002 (Matrix) Weight: 65 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-7-0 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) 1= 616/0 -5-8, 7= 616/0 -5-8 Max Horz1= 27(load case 5) Max Upliftl=- 119(load case 5), 7=- 120(load case 5) Max Grav1= 714(load case 2), 7= 702(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 1234/213, 2 -3=- 1230/242, 3 -4= -8231187, 4 -5 =- 734/196, 5-6= -412/115, 6 -7 =- 6891124 BOT CHORD 1 -11 =- 183/1023, 10- 11=- 185/1040, 9 -10 =- 171/1058, 8- 13/431, 7.8 = -0i55 WEBS 2 -11 =- 186/62, 2 -1 0/106, 3-10 =- 28236, 3-9 =- 472/98, 4 -9 =- 23/145, 5 -9 =- 91/480, 5-8 =- 583/141, 6 -8 =- 116/778 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. ED PR Qc 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of � ,`(� F 0 .t% bearing surface. 0 ` Gil F T /0 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,C., 2 LOAD CASE(S) Standard 15 ' • 6PE r II I A V INIE ARY2S ' DONG - \ EXPIRATION DATE: 06 -30 -08 August 29,2006 ' _ I A WARNING • Vm.l f� design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFER VCE PAGE MD'-T 473 BEFORE USE v�.R�p Design void for use only with MiTek connectors. Tits design Is based only upon parameters shown, and is for an Individual building component. ,. Applcabilty of design parome nters and properincorporaton of component Is rospansiblity of building cosigner- not truss designer. Bracing shown MiTek Is for lateral support of Individual web members only. Additional temporary deicing to insure stability during construction Is the respOnsibiilty of the erector. Additional permanent bracing of the overall shuclure is the responsbilty at the building designer. For general guidance regarding fabrication, quail) control storage. delvery. erection and bracing, consult ANSI/TP11 Quality Criteria, D3B489 and BCSII Bill tdng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkile Institute. 583 D'Onohio Drive, Madison. yd 33719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603555 608209 F2A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:54 2006 Page 1 2 -9-12 I 5 -9-12 I 7 -7 -4 7 -11 11-6 -8 I 15-0-0 2-9-12 3-0-0 1 -9-8 0-4-7 3-6-13 3-5-8 Scale = 1:29.4 4x4 i 1(� = 3x4 = ii . 4 5 6 3x4 6.00 12 3 ir 1-4 3x4 i 1 1 11P7 2 �� 2 -70 v. ,0 67. awn. ii. 1 I g ° r :i 10 9 B Y M 5x5 = 3x8 = 5x5 = ►�� 11 3x4 = 5x5 = 3.00 riT 1.5x4 I I I 2 -9-12 I 5-9-12 I 7 -7 -4 I 11 -6-8 I 15-0 -0 { 2 -9-12 3-0-0 1-9-8 3-11-4 3-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) t/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.03 10 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.25 Vert(LL)_ -0.07 10-11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.04 7 r1/a rile BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 64 lb ' BCDL 10.0 LUMBER BRACING - TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -6-13 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) 1= 616/0-5 -8, 7= 616/0 -5-8 . Max Horz1= 27(load case 5) Max Upliftl=- 119(load case 5), 7=- 120(load case 5) Max Grav1= 714(load case 2), 7= 702(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2=- 1259/217, 2- 3=- 1185/232, 3- 4=- 870/204, 4 -5 =- 785/199, 5-6=- 605/148, 6-7 =- 668/130 BOT CHORD 1- 11=- 189/1054, 10 -11 =- 193/1076, 9-10 =- 149/983, 8 -9 =- 47/621, 7 -8= -8/55 WEBS 2 -11 =- 193/75, 2 -10 43/131, 3-10 =- 33/298, 3-9 =- 447)92, 4 -9 =- 5201, 5-9=- 59/371, 5 -8 =- 455/126, 6-8 =- 125/792 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 3 PR OF 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �F,� G)N 5S b earing surface. � N 0 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 157 •'• PE lik L ry e. RF DONG ...tJ EXPIRATION DATE:06 -30 -08 August 29,2006 ■ AIL WARMNO • Verify design parameter. and READ NOTES ON T1176 AND INCLUDED MITER REFERENCE PAGE M1T-7473 BEFORE USE Dosign void for use only with MTok connectors. This design Is based only upon narameters shown- and Is for an Individual building component. Appicablity of design paramontea and properincorporalon of component is responsibility of building designer- not truss designer. Bracing shown M iTek Is for laloral suppod of individual web members only. Additional 1omporary bacing to Insure stability during coistructlon Is the responsibility of the elector. Additional permanent ixocvng of the overall structure is the responslbllyol one buiktelg designer. For general guidance regarding .ewc..•.c•ramv - fabrication, qually control storage. delvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DS13-89 and BCSI1 Bullalng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 383 D'Ono hio Drive, Madison. WI 33719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260355 608209 F3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:14:55 2006 Page 1 1 7 -7 I 9-11-11 I 15-0-0 ____ 7 -7-4 2 -4-7 3 5-0 -5 4x6 i Scale = 1:29.4 2 -4 4x8 = 2 7 4 6.00 12 < 1 -3 i xf 4-6 4-5 d d 1 8 1 v' „ PK: 3x10 = • 3x5 = 3x4 11 7-7-4 15-0-0 I 7 -7-4 7-4-12 Plate Offsets (X,Y): (1:0- 10 -0,0 -0-6) LOA ING 0 SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.81 Vert(LL) -0.14 1 -6 >999 240 MT20 185/144 TCDL' 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.30 1 -6 >591 .180 . BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.02 5 n/a ri/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 62 lb LUMBER . BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -10 -14 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 4 DF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 9 -11 -3 oc bracing. 2 -6 2 X 3 SPF Stud, 4-6 2 X 4 HF Std REACTIONS (lb (size) 1= 674/0 -5-8, 5= 700/0 -5-8 Max Horz1= 170(load case 5) Max Uplift1=- 170(load case 5), 5=- 296(Ioad case 5) Max Grav1= 881(load case 2), 5= 700(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 1338/315, 2- 3=- 109/0, 2- 7=- 1078/498, 4-7 =- 1078/498, 4- 5=- 632/327 BOT CHORD 1 -6=- 386/1069, 5-6 =0/111 WEBS 2 -6 =- 331288, 4 -6=- 466/1179 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) Unbalanced snow loads have been considered for this design. • 4) Provide adequate drainage to prevent water pondirlg. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ?s ° P R o FF 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. c. GIN . j 1 s t 3 7) A plate rating reduction of 20% has been applied for the green lumber members. c. ( 9 p 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. X 4 4 LOAD CASE(S) Standard 157"•PE f Iiiikor-ob . / • " ' RY 2 5, J F D ONG EXPIRATION DATE: 06 -30 -08 August 29,2006 A i Ak WARNING • Verify design parameter and READ NOTES ON riffs AND INCLUDED NITER RE7ERENCE PAGE MD -7473 BEFORE USE. NE Design void for use only with Wok connectors. This design Is based only upon paramelon shown, and is for an Individual building component. •TW Appbcabllty of design pararnenters and proper incorporolon of component B M responsibility of building designer- not truss designer. Brodng shown iTe k N is for lateral support of Individual wets Members only. Additional temporary bating to insure stability during construction Is the responsibility of the erector. Additional permanent bracing 01 the overall structure is lire responslbily of the building designer. For general guidance regarding lubrication, quulty control storage, delvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -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 Qty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603557 608209 F3A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:56 2006 Page 1 I 2 -9-12 I 5-5-0 I 7 -7-4 I 9 -11 -11 ' I 11-11-4 I 15-0-0 I 2 -9-12 2 -7-4 2 -2-4 2-47 5 1 -11 -9 3-0-12 Scale = 1:29.7 4x5 47 304 = 3x4 = 4 13 6 7 6.00 12 — 3x4 s-- :, Ma MA 1 -5 3 1 ' 6 3x4 - 0 - - 1 2 � Il F. =moo M N b = :11 11 10 9 B 16'7 M. 5x5 = 3 x 8 = 5x5 = IM 101 12 ► , 3x5 = 5x5 = 1.5x4 I I 3.00171 - I 2 -9-12 I 5-5-0 I 7 -7-4 I 11 -11-4 I 15-0-0 2-9-12 2 -7-4 2 -2-4 4-4-0 3-0-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.05 11 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.31 Vert(TL) -0.09 11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) - Weight:67lb • BCDL 10.0 LUMBER BRACING - TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-8-2 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 9 -5 -3 oc bracing. REACTIONS (lb/size) 1= 676/0 -5-8, 8= 701/0 -5-8 Max Horz1= 168(load case 5) Max Uplift)=- 171(load case 5), 8=- 295(load case 5) Max Grav1= 883(load case 2), 8= 701(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 1595/324, 2 -3=- 1655/412, 3-4 =- 1270/390, 4-5 =- 109/0, 4 -13=- 1172/565, 6 -13=- 1172/565, 6 -7 =- 604/319, 7 -8 =- 675/303 BOT CHORD 1- 12=- 424/1346, 11- 12=- 431/1370, 10 -11 =- 445/1401, 9 -10=- 224/623, 8- 9 = -7 /56 WEBS 2 -12=- 270/133, 2 -11 =- 36/100, 3 -11 =- 80/336, 3 -10 =- 333/0, 4-10=-83/221, 6 -10 =- 292/679, 6 -9 =- 546/316, 7 -9 =- 382/867 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) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. PR 8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of `5$" OF� 0.0 bearing surface. � � N O 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ma c . 9 /,. LOAD CASE(S) Standard 157 ;, • PE f Ili i fir'T, 4116' i ..(,)/ Aff - 4 .4 ■ ..# 4'41fr i hi' .\) - EXPIRATION DATE: 06 -30 -08 August 29,2006 Ak WARNING. • Ve rify design parameters and REA NOTES ON TRW AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. Design void for use only with MTok c onnectors. This design Is based only upon pommeled shown. and is for an Individual building component. Applicability of design pammontors and proper Incorporation of component is responsibility of building designe not tru ss designer. Bmdng shown MiTek Is for lateral supped of 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 sesponsibity o1 ere building designer. For general guktance regarding fabrication, cruelty control storage. deivery, erection and bracing. consult ANSI/11I1 Quality Crtteda, 059.89 and BCS11 Building Component 7777 Greenback Lane. Suite 109 Safety trdarmaBon available from Truss Pate Institute, 583 D'Onohio Drive, Madison, h1 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603558 608209 F4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:57 2006 Page 1 I 5-11.5 I 11-7-4 11 11 15-0-0 5-11-5 5-7 -15 0-4-7 3-0-5 4x4 Scale = 1:39.3 3-4 3x5 = 3 4 • 6.00 rw 3x4 • 1 -3 2 i e • d 1 l eet• y di t =g 11 - titit 3x6 = 7 6 5 1.5x4 I I 458 = 2x4 I I 5-11 -5 11 -7-4 I 15-0-0 5-11 -5 5-7 -15 3-4-12 Plate Offsets (X,Y): (1:0- 2- 8,0 -1.8) LOADING (pat) SPACING 2 -0-0 CSI DEFL in (loc) t/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.06 1 -7 >999 240 MT20 197/144 • (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 ' Vert(TL) -0.13 1 -7 >.999 180 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 64lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10 -7 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) 1= 616/0 -5 -8, 5= 616/0 -5-8 Max Horz1= 45(load case 5) Max Uplift1=- 117(load case 5), 5= 130(load case 5) Max Grav1= 832(load case 2), 5= 624(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 1327/186, 2 -3=- 527/124, 3-4=-361/148, 4- 5=- 597/163 BOT CHORD 1 -7 =- 150/1074, 6-7 =- 150/1074, 5-6=0/79 WEBS 2-7=0/252, 2 -6 =- 811/184, 3- 6=- 169/57, 4-6=- 136/723 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) TOLL: 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) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � PR FS 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. E� OF 7) A plate rating reduction of 20% has been applied for the green lumber members. 5 -s 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . \� ` i NG)N �!� /772 LOAD CASE(S) Standard _c14 C 15 / PE � r iIi 111 IP - , ..,' AS. , 'e c5 , . R 'J EXPIRATION DATE: 06 -30 -08 August 29,2006 A I A WARNING • Verify design parameters and READ NOTES ON TIUS AND INCLUDED BiiTER RLTERENCE PAGE M17-7473 =PORE USE. NI Design void for use only with MTok tonne tors. Ibis design Is based only upon pararroten shown. and is for an individual building component. Applicability of design commenters and properincorporolon of component is responsiblity of building designer- net buss designer. &adng shown p� . Is for lateral support of individual web members only. Additional temporary baring to assure stability during construction Is the rosponsibtB y M 'Te of the k erector. Additional permanent bracing of the overall structure Is he responsiblly of he building designer. For general guidance regarding fabrication. quaity Control storage. delivery, erection and bracing, consult ANSI/1191 Qudlty Criteria, DSB439 and BCSI1 Bullring Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'i)noaio Drive, Madison W 33719. Citrus Heights, CA, 05610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260355J 608209 F4A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:58 2006 Page 1 I 2 -9-12 P-51 7 -4-9 I- 11 -7 -4 11 13 -11-4 1 15-0 0 1 2 -9-12 0-7-4 3-11-9 4-2 -11 0-4-7 1 -11 -9 1-0-12 4x4 i Scale = 1:41.1 5.23x4 = 3x5 = 5 6 7 6.00 I 12 3x4 4 1 -5 ... s s ] 3x8 0.2 g • 1.5x4 II 410 d 3 2 i i� r . .r.rr M . 1 di ir.i PTA d ItS 1E91 3x5 = 13 12 11 10 9 8 555 = 3x4 = 4x8 = 6x6 = 3x4 I I 3.B 1 2 -9-12 j3-5C1 7-4-9 11-4 -3 11-7 ,-4 13-11-4 1 15.0-0 2 -9-12 0-7-4 3-11-9 3-11-9 0-3-1 2-4-0 1-0-12 Plate Offsets (X,Y): [9:0- 3 -0,0 -2 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 11 -12 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.32 Vert(TL) -0.10 11 -12 >999 180 . TCDL 7.0 Rep Stress Incr YES WB ' 0.62 Horz(TL) 0.03 '8 rl/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 79 lb BCDL 10.0 - LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-0-6 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 10-0 -0 oc bracing, Except: 6 -0-0 oc bracing: 8 -9. WEBS 1 Row at midpt 7-8 REACTIONS (lb/size) 1= 616/0 -5-8, 8= 616/0-5 -8 Max Horz1= 43(load case 5) Max Uplift1=- 117(load case 5), 8=- 130(load case 5) Max Grav1= 832(load case 2), 8= 624(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 1480/207, 2 -3=- 1371/220, 3-4 =- 1052/175, 4-5=- 486/129, 5 -6=- 358/145, 6 -7 =- 87/96, 7 -8=- 557/186 BOT CHORD 1 -13=- 192/1236, 12-13=-199/1340, 11- 12=- 197/1293, 10 -11 =- 97/877, 9-10 =0/97, 8- 9= -10/66 WEBS 2 -13=- 2522, 3- 13=- 212/18, 3- 12=- 5/302, 3-11 =- 452/108, 4-11 =- 1277, 4-10 =- 683/150, 5-10 =- 129/60, 6-10 =- 130/704, 6- 9=- 513/42, 7- 9=- 82/474 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) Unbalanced snow loads have been considered for this design. E PR 4) Provide adequate drainage to prevent water ponding. F 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '��' IN - s LS'� O • 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � <D �� / t 2 7) A plate rating reduction of 20% has been applied for the green lumber members. ' y • 8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of O; 15 / .6PE { bearing surface. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/fPl 1. LOAD CASE(S) Standard - - oR �.1w. +i7r FDONG ' - EXPIRATION DATE: 06 -30 -08 August 29,2006 I C f A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Md -7473 BEFORE USE �p� Design veld for use only vAlh Mink connectors. lists design Is based only upon paranxeten shove, and Is for an Individual buiklIng component. �Y Applcabl6sy of design paramonters and properincorporeston of component Is rosponsibily of biding designer - nor truss designer. Bracing show" MiTek. Is for sterol support at individual watt members only. Additional temporary tracing to insure stability during construe ton Is the responsibility of the erector. Additional permanent bracing at the overall structure Is the responsiblity of t e bulking designer. for general guidance regarding fabrication. qualty control storage, defvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DS13-89 and BCSI1 Building Component 7777 Greenback Lane. SLite 109 Safely Information available from Truss Plato Inslituto, 583 D'Onolsio Drive, Madison. WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R2260356C 608209 F5 ROOF TRUSS 2 1 Job Reference (optional) • BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:14:59 2006 Page 1 I 5.11 -5 l 11 -7-4 I 13-11 -11 1 15-0-0 I 5-11-5 5-7 -15 2-4-7 4 1-0-5 i . 4x6 Scale= 1:41.0 • 4x5 = 3 9 5 1/111 w 6.00 72 3x4 4 2 g • 1 OA 1 R 3x6 8 7 6 1.5x4 I I 4x8 = 2x4 II 5-11-5 I 11 -7 -4 l 15-0-0 I 5-11 -5 5-7 -15 3 -4-12 Plate Offsets (X,Y): (1:0 -2- 10,0 -1 -8] LOAD ING (psi 0 SPACING 2 - CSI DEFL in (lac) Vdefl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.73 Vert(LL) -0.07 1 -8 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.50 . Vert( L) -0.14 1 -8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.02 6 n/a n/a - BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 67 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7-8 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. . WEBS 1 Row at midpt 5-6 REACTIONS (lb/size) 1= 636/0 -5 -8, 6= 741/0 -5-8 Max Horz1= 186(load case 5) • Max Upliftl=- 88(load case 5), 6=- 386(Ioad case 5) • Max Grav1= 889(load case 2), 6= 976(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 1443/116, 2- 3=- 663/69, 3-4=- 109/0, 3- 9= -498253, 5-9=-498/253, 5 -6 =- 942/414 BOT CHORD 1 -8= 226/1174, 7 -8=- 226/1174, 6 -7 =0/73 WEBS 2-8=0/253, 2- 7=- 775/155, 3- 7=- 413251, 5- 7=- 335/984 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) Unbalanced snow loads have been considered for this design 4) Provide adequate drainage to prevent water pondirlg. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PR F 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. U OF 7) A plate rating reduction of 20% has been applied for the green lumber members. ��G ( tit, 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ (L.' F,9 �7 LOAD CASE(S) Standard Ct 1'/ 66PE 29 r 1,1,11-vi r • . F DONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 • a WARNING. • Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE MD.7473 BEFORE USE. • Design void for use only with MTok connectors. This design Is based only upon palatneters shown, and is for an Individual building component. Apphcoblty of design paramensors and proper lncorporaSon of component is responslblly of building designer - not buss designer. Bmdng shown NliTek. is for Wean! support of individual web members only. Additional temporary bra cing to insure stability during construction Is the resPernslbllity of the erector. Additional permanent bracing at the ever oil structure is the reslamlbllty ox Me building designer. For general guidance regarding fabrication, yualty control storage, deivery, erection and bracing. consult ANSI/RIl Quality Criteria, 058-89 and BCSII Building Component 7777 f eenback La Safety Information available from Truss Pkite Institute, 583 D'Ono Me Drive, Madison, lid 33719. 7777 Greenback ne. Suite 109 Citrus Heights. CA 05610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603561 608209 F6 MONO TRUSS 5 1 Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:00 2006 Page 1 5-8-8 10-5-0 15-0-0 I ' 5-8-8 4-8-8 . 4-7 -0 3x4 II Scale= 1:47.3 6 5 1.5x4 . - 1.5x4 II 6.00 12 4 3 •��r —�f 3x6 = 9 • 1-0 1.5x4 2 • g Ore 3x5 % 8 7 3x4 = 4x6 = 10-5-0 15-0-0 10-5-0 4-7-0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.18 1 -8 >953 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.55 1 -8 >317 180 TCDL 7.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 7 n/a r1/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 81 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, except BOT CHORD 2 X 6 DF 2400F 1.7E end verticals. WEBS 2 X 3 SPF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 5 -7 2 X 6 DF 2400F 1.7E JOINTS 1 Brace at Jt(s): 9 REACTIONS (lb/size) 1 =631/0 -5.8, 7= 776/0 -5-8 Max Horz 1= 67(Ioad case 3) Max Upliftl =- 110(load case 3), 7 =- 190(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 864/190, 2 -3 =- 477/92, 3-4=- 270/104, 4 -5 =- 127/520, 5 -6= -10/0, 7 -9 =- 380/128, 5-9=- 376/126 BOT CHORD 1 -8 =- 179/732, 7-8 =0/342 WEBS 2 -8 =- 450/211, 3- 8= 0/261, 4- 9=- 747/259 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) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � PR QF� ss 1) LOAD Snow: Lumber CASE(S) Standard lcrease =1.15, Plate Increase =1.15 ��5 ��(N F9 /O9 Uniform Loads (plf) 15 • • PE Vert: 1- 5 = -64, 5 -0 =-64, 1- 8 = -20, 7- 8 =- 60(F =-40) • ...1100 • GONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 • A WARNING • Verify design parameters and READ NOTES ON TIUS AND INCLUDED ESTER REFERENCE PAGE MIT-7473 BEFORE USE. Design void for use only with ntiTOk connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paramentors and proper Incorporcrtion of component is responsibility of building designer - not truss designer. Bracing shown MiTek Is for lateral support of individual web rrmmber s only. Additional temporary bracing to insure slablity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibily of he building designer. For general guidance regarding fabrication. quoily control storage, deivery, erection and bracing, consult ANSI/TPIl Quotity Cr feria, DSB -89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 383 D'Onotrio Drive, Madison. WI 33719. Citrus Heights, CA 95610 . Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603564 608209 01 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:04 2006 Page 1 I - I 3.5 I 5-7 -4 5111.11 9-2 -4 I 12 -2-4 I 15-0-0 I 1-0-0 3-5-8 2 -1 -12 0-4-7 3-2 -9 30-0 2 - Scale= 1:28.7 4x5 • 3x4 = . 3x6 = 4x5 = ' • 4 4-7 5 13 6 7 6.00 12 3x rr-; 101i ■ 4-11 d II 5-11 51s NO il uir , _ 1 . ii < =._ : Id • q 12 11 10 14 • 0 3x8 % 6x6 = 3x8 = 6x6 • 9 3.00 12 6x8 = 2x4 11 I 3-5-8 I 5-74 I 9-2-4 I 12 -2-4 I 15-0-0 3-5-8 2 -1 -12 3-7-0 3-0-0 2 - Plate Offsets (X,Y): (9:0.4- 8,0 -3- 8),[10:0- 3- 0,0 -3-8), (12:0- 3 -0,0 -4-4( LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Vden Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.10 10-11 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.83 Vert(TL) . -0.23 10-11 >757 180 TCDL 7.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.11 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 73 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directy applied or 3 -3-5 oc purlins, except " BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 3 SPF Stud . BOT CHORD Rigid ceiling directly applied or 9 -7 -6 oc bracing. REACTIONS (lb/size) 8= 1202/0 -5-8, 2=1163/0-5-8 Max Horz2= 49(load case 5) Max Uplift8=-308(load case 5), 2 =- 302(load case 5) Max Grav8= 1364(load case 3), 2 =1210(load case 2) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/52, 2 -3 =- 3113/736, 3-4 =- 2613/706, 4-5=- 2409/669, 5 -13=- 2430/611, 6 -13=- 2430/611, 6 -7 =- 1184/311, 7 -8=- 1302/331 BOT CHORD 2-12=-647/2757, 11-12=-626/2639, 10 -11 =- 5502457, 10 -14=- 221/1169, 9 -14 =- 234/1159, 8 -9 =0/34 WEBS 3 -12=- 35/468, 3 -11 =- 428 /35, 4-11= 0/406, 5-11=-56/295, 5-10=-490/223, 6 -10=- 368/1518, 6 -9 =- 1255/358, 7 - 373/1607 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) 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. any < GIN- PR �F� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. '� NG(N - F Si D 1 8) A plate rating reduction of 20% has been applied for the green lumber members. ‹ 02 9) 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. ct 15 • .PE r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 11) Girder carries hip end with 6-0-0 end setback. . 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2741b down and 1551b up at 5 -8-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. I" �� il 0 q 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). rligr LOAD CASE(S) Standard �' = " .46 DONG 1 Continued on page 2 EXPIRATION DATE: 06 -30 -08 August 29,2006 a WARNZWO • Verify design pararaetera and REeD NOTES ON t7DS AND INCLUDED FIITEK REFERENCE PAGE MD•7473 BEFORE USE. D Nil esign void for use only war MTek connectors. This dodge Is based only upon parameton shown. and is loran Individual building component. Applicability of design paramenters and properincorporaton of component Is responsiblity of building designer - not Inns designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during constntc Bon Is the responsibility of the MiTek elector. Additional pennonent bracing of the overall structure is the responsibilty oI Ore building designer. For general guidance regarding fabrication, quaity control, storage, delver", erection and bracing. corsutl ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 • Solely IrdormcAon avallobb from Truss Pinto Institute, 583 D'Ono trio Drive, Madison, Utl 53719. Citrus Heights CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603564 , 608209 G1 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:04 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= -121, 2- 12=- 38(F = -18), 10- 12=- 38(F = -18), 9- 10=- 38(F = -18), 8- 9=- 38(F = -18) Concentrated Loads (lb) Vert: 4 = -274 • • • • • • • Ak WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RETERENCE PAGE MII7473 BEFORE USE. - Design valid for use only wllh MTek connectors: Mb design Is based only upon parameters shown, and is for an Individual butting componont. Appicabltty of design paromenters and properincorporafon of component Is responsibliy of budding designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web mambos only. Additional temporary bracing to insure stably during construction Is the responsibility of the erector. Additional permanent bracing of Bre overall structure is the responsibily 01 the buikisig designer. Fa general guidance regarding fabrication, Vuuity control storage, deivery. erection and brocfrrg, consult ANSI/TP11 Qudify Criteria, OS8-89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D Onohio Drive, Madison wl 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603561 608209 G2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:05 2006 Page 1 1 -1-0-0 1 2 -3-12 I 7 -7 -4 7 10-4-0 I 12 -2-4 I 15-0-0 I 1-0-0 2 -3-12 5-3-8 0-4-7 2-4-5 1.10.4 2 -9-12 4x5 Scale = 1:29.9 3x4 = 47 3x8 = 1.5x4 I I 4 5 6 7 r Y 6.00 12 41 5-1 6-1) 6-1 r TIE q 3 x4 1� 6S 4 sr 3 1 311 • ~I _ I 2 y� s III 3 SA %, 12 11 10 g K. 5x6 = 3x10 = 5x5 = g ►��., 3x5 = 5x5 = 354 = 3.00 'I 1 2 -3-12 I 7 -7-4 I 10-4-0 12 -2-4 I 15-0-0 I 2-3-12 5-3-8 2-8-12 1-10-4 2-9-12 LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lot) Udell L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.47 Vert(LL) -0.07 11 -12 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.18 11 -12 >988 180 BCLL 0. 0 Rep Stress !nor YES WB 0.73 Horz(TL) 0.06 8 . rile n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-4-9 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 10-0-0 oc bracing. REACTIONS (lb/size) 8= 613/0 -5-8, 2= 698/0 -5-8 Max Horz2= 53(load case 5) Max Upliff8=- 117(load case 5), 2=- 178(load case 5) Max Grav8= 701(load case 3), 2= 838(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 1908293, 3-44- 901/180, 4-5=-759/202, 5- 6=- 605/156, 6-7= -8/53, 7-8=- 112/41 BOT CHORD 2 -12=- 266/1658, 11- 12=- 266/1572, 10 -11 =- 54/613, 9 -10 =- 21/411, 8- 9=- 19/399 WEBS 3 -12= 0/377, 3 -11 =- 867/171, 4 -11 =- 70/138, 5 -11 =- 71/438,5 -1 261/73, 6 -10=- 64/414, 6 -9 =- 44/54, 6 -8=- 683/123 • 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) 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) 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. f� PR �f t c s+ 9) 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. 1 A (N .9 c% cj bearing surface. �\ �N O 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4t 15 tP E 2 LOAD CASE(S) Standard it <��' � / - X'' ll'I- \) G ONG EXPIRATION DATE: 06 -30 -08 August 29,2006 r A WARSAW. • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 =ORS USE. D MI esign valid for use only with MTek connectors. This design is based only upon rorars eten shovel. and is for an individual building component. Applcabgy of design pamme ntors and properincorporoton of component Is responslbilty of building designer- not truss designer. Besdrg shown NI iTe k• Is for lateral support of Individual web members only. Additional temporary Pacing to insure stab55ty ctutktg construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is ire responsibliy of One buikli ng designer. For general guidance regard' lubrication, qualty control storage. delvery, erection and bracing, consul ANSI/TPIt Quality Oftena, 058 -B9 and BCSII Baiting Component 7777 Greenback Lane. Suite 109 Safety 1Normafon available from Truss Plate institute. 583 D'Onotrio Nye, Madison WI 53719, Gtrvs Heights. CA, 95610 r , Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R22603566 608209 G2A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:15:06 2006 Page 1 I -1 -0-0 I 3-5-8 I 7 -74 7- 1 11 -11 9-2-4 1 12 -2-4 15-0-0 1 1-0-0 3-5-8 4-1 -12 0-4-7 1 -2 -9 3-0-0 2 -9-12 Scale= 1:30.2 4x4 354 = 4-7 3 x8 = 1.5x4 I I 4 5 6 7 • y Y�, 6.00 12 • 3x4 F7f 5- 613 610 d 31-0 �1 3-11 Lr�r� .0.64 Y _ f rk�� 2 ° db f 12 11 10 I. d dd�1 5x5 = 3x8 = 5x5 = d 3x5% 5x5= 3x4= • 3.00 12 1 3-5-8 7 -7-4 1 9-2-4 12 -2-4 I 15-0-0 I 3-5-8 4-1 -12 1 -7-0 3-0-0 2-9-12 LOADING (pst) SPACING 2 - 0 - 0 CSI DEFL in (Ioc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.07 11 -12 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.15 11 -12 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.07 8 n/a Na BCLL 0.0 .. Code IBC2003/TPI2002 (Matrix) . . .. Weight:67lb BCDL 10.0 • LUMBER BRACING - TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4413 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) 8 =613/0.5 -8, 2= 698/0 -5-8 Max Horz2=53(load case 5) Max Uplift8=- 117(load case 5), 2=- 178(load case 5) Max Grav8=701(load case 3), 2= 838(Ioad case 2) . FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3 =- 1924/306, 3-4 =- 935/191, 4-5=-801/203, 5-6 =- 716/180, 6-7=-7/53, 7 -8=- 100/38 BOT CHORD 2 -12=- 267/1659, 11- 12=- 257/1567, 10 -11 =- 79/724, 9 -10=- 24/424, 8 -9 =- 20/408 WEBS 3 -12=- 12/430, 3 -11 =- 846/164, 4 -11 =0218, 5 -11= -47/359, 5 -10=- 230/74, 6 -10=- 78/480, 6 -9 =- 38/71, 6-8 =- 701/124 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) 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. , 4 PR Op, 8) A plate rating reduction of 20% has been applied for the green lumber members. On 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI)TPI 1 angle to grain formula. Building designer should verify capacity of �cp � NGI N e wo bearing surface. , (. ir 9 10) This truss is designed in accordance with the 2003 International Building Code section.2306.1 and referenced standard ANSI/TPI 1. C; 15 / r OPE r LOAD CASE(S) Standard l orIP t I. - / � J DONG - EXPIRATION DATE: 06 -30 -08 August 29,2006 r • a WARNING • Verify design parameters and READ NOTES ON TETS AND INCLUDED MITER REFERENC.E PAGE MII•7473 BEFORE USE. Design void for use only wllh MTek connectors. This design Is based only upon ferameten shorn, and it for an Individual building component. Apphcabiiy of design commenters and proper Incorporation of component is rosponsfbllty of building designer- not truss designer. Brodrg shown � iTe k • Is for lateral support of individual web members only. Additional temporary bokilg to Insure goblin/ during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responstbilty of the bulking designer. For general guidance regarding lubrication, quaity control storage, delvery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 13CSI1 &dldng Component 7777 Greenback Lane. Suite 109 Safely trtlorma9on available from Truss Plate Institute, 383 D'Onolno Drive, Madison, WI 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Qty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603567 608209 G3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 M7ek Industries, Inc. Tue Aug 29 12:15:07 2006 Page 1 1 - 1 - 0.0 1 7 -7-4 1 9 -11 -11 1 15-0-0 I 1-0-0 7 -7 -4 2-4-7 4 5-0-5 Scale = 1:29.8 - 4x5 3-5 4x8 = . 3 _ 8 • 5 6.00 FT 1-4 5-7 5-6 4 2 d MI E ► 7 3x8 = 3x5 = 3x4 11 1 7-7-4 I 15-0-0 I 7 7-4-12 • Plate Offsets (X,Y): [2:0 - 12,0 - 1 - 8) • LOADING (psf) SPACING 2 - CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.12 2 -7 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.61 . Vert (TL) -0.27 2 -7 >642 180 BOLL 0. 0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 6 rVa rlla BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 64 lb . LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, except - BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 4 DF No.2 G 'Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. 3-7 2 X 3 SPF Stud, 5-7 2 X 4 HF Std REACTIONS (lb/size) 6= 696/0 -5-8, 2= 756/0 -5-8 Max Horz2= 195(load case 5) Max Uplift6=- 293(load case 5), 2=- 229(load case 5) • Max Grav6= 696(load case 1), 2= 1005(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3= 1323/307, 3- 4=- 128/0, 3- 8=- 1063/489, 5-8 =- 1063/489, 5-6=-627/323 BOT CHORD 2- 7=- 378/1053, 6-7 =0/111 WEBS 3- 7=- 331/288, 5- 7=- 455/1159 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) 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. i5's PR QF� 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. Lo - rs / 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. c\ �NG I N . F 9 O : 8) A plate rating reduction of 20% has been applied for the green lumber members. Cr 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c c - 15 % 6 P E � LOAD CASE(S) Standard 03 . ii ip ,4F DONG `l f EXPIRATION DATE: 06 -30 -08 August 29,2006 • a WARN1wa • • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 3117•7473 BEFORE USE D NOT esign void for use only with Mick connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper Incorporation of component Is responslbllty of building designer - not truss designer. Bracing shown MiTe k " Is for lateral support of individual web members only. Additional temporary bcsci ng to insure stability during construction Is the responsibility of the . elector. Additional permanent bracing of the overall structure Is the responslblity Cl the building designer. For general guidance regarding fobrlcation, quoly control storage, deivery, erection and bracing. consul ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available horn Truss Plate Institute, 583 D'Onoaio Drive, Madison, 1M 53719. O=s Heights. CA, 95e10 Job Truss Truss Type Oty Ply 608209 - -BMC Const--Oak Street Townhomes R22603568 608209 G3A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:08 2006 Page 1 1 -1 -0-0 I 3-0-12 1 7-7-4 I 9-7-0 9 -11 12-2-4 1 15-0-0 1 1 -0-0 3-0-12 4-6-8 1 -11 -12 0-4.61 2 -2 -9 2 -9-12 Scale= 1:30.2 4x6 = _ • 4 = 4-8 3x8 = 1.5x4 I I 4 5 14 7 8 6.00 12 e w i�� rrr• y 1 -6 3x4 s sr 3 � > � I rm .._ �r e� a MP . ro 2 \� ter. a J 13 1 2 11 �� ° ° li d ► I 1=� $ =' 5x6 = 3 x8 = ■ 5x5 = 10 ^� 3x6 % 5x5 = 3x4 = 3.00 12 1 3-0-12 I 7 -7-4 1 9-7-0 I 12 -2 -4 1 15-0-0 I 3-0-12 4-6-8 1 -11 -12 2 -7-4 2-9-12 LOADING(psf) SPACING 2 -0-0 CSI DEFL in (leer) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.10 12 -13 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.57 Vert(TL) -0.19 12 -13 >906 180 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 9 n/a r/a BCLL 0.0 • BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 71 lb LUMBER BRACING - TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3 -10 -7 oc purfins, 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 7 -9 -13 oc bracing. REACTIONS (lb/size) 9= 698/0-5 -8, 2= 758/0 -5-8 Max Horz2= 194(Ioad case 5) Max Uplift- 293(load case 5), 2=- 230(load case 5) Max Grav9= 698(load case 1), 2= 1007(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3 =- 2476/558, 3-4=-1349/383, 4-6=- 128 /0, 4-5 =- 1175/533, 5-14 =- 952/487, 7 -14 =- 952/487, 7 -8= -7/54, 8- 9=- 105/45 . BOT CHORD 2-13=-635/2147, 12 -13 =- 6072030, 11- 12=- 392/968, 10 -11 =- 145/441, 9 -10 =- 140/426 WEBS 3 -13=- 92/525, 3 -12 =- 876/183, 4 -12 =- 22/163, 5 -12 =- 72/397, 5-11=-492/271, 7 -11 =- 369/799, 7 -10 =- 44/62, 7 -9 =- 734/332 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) Unbalanced scow 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 nonconcurrerlt with any other live loads. D PR off 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ..e‘- GIN ` / 8) A plate rating reduction of 20% has been applied for the green lumber members. \5 - O 9) 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 bearing surface. 1570T PE 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 A Ii. • i ■ FDONG' J 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 r r a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED 4DTEK REFERENCE PAGE MD•7473 BEFORE USE. ET Deslspi void for use only %tlh MTok connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applcabibty of design commenters and proper Incorporation of component is rospondbllty of building designer - not truss designer. Bracing shown MiTek - Is for lateral support of individual web rnemhen only. Additional temporary Gachig to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the lesporrsibilty of Use bulking designer. For general guidance regarding .e.re,n.ce.ne.- fabrication, dimity conlroL storage, deivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -119 and BCSIt Bulldog Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Plate Institute, 583 D'Onotrto Drive, Madison, 1M 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603568' 608209 G4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:09 2006 Page 1 I -1-0-0 I 5-11-5 I 11-7-4 11 15-0-0 I 1-0-0 5-11 -5 5-7 -15 0-4-7 3-0-5 4x4 i Scale= 1:40.1 4-5 3x5 = 4 i . 5 6.00 12 3x4 1.4 ', sr rb i l i ii Itii..., 2 3x5 = 8 7 6 1.5x4 II 458 = 2x4 II I 5-11-5 1 11 -7-4 I 150 I . 5-11 -5 5-7-15 3-4-12 Plate Offsets (X,Y): 12:0- 2- 4,0 -1 -81 LOADING ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.99 Vert(LL) -0.05 2 -8 >999 240 MT20 197/144 . TCDL 7,0 Lumber Increase • 1.15 .. BC 0.40 Vert(TL) -0.12 2 -8 >999 180 BOLL 0. 0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matra) Weight: 66 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4 -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= 613/0 -5.8, 2= 698/0 -5-8 Max Horz2= 70(load case 5) Max Uplift6=- 127(load case 5), 2=- 176(load case 5) Max Grav6= 619(load case 2), 2= 956(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 1306/175, 3- 4=- 524/122, 4 -5 =- 359/147, 5-6=-593/161 BOT CHORD 2-8 =- 138/1053, 7- 8=- 138/1053, 6 -7 =0/79 WEBS 3-8=0251, 3 -7 =- 789/172, 4- 7=- 172/60, 5.7 =- 135/720 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category It; 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 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. f PR IN 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. '� S 8) A plate rating reduction of 20% has been applied for the green lumber members. (0�� v- - • /O 2 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �, 9 157 : LOAD CASE(S) Standard 1576'�E r 1 441111 lib. l> FOONG , EXPIRATION DATE: 06 -30 -08 - August 29,2006 • A WARNING • Verify design parameters and READ NOTES ON TNTS AND INCLUDED MITER RE7ERRECE PAGE ffiII -7473 BEFORE USE Desippl void for use only with MTek connectors This design Is based only upon pararroten shown. and is for an hdivicsuol building component. Appicablfty of design paramenters and proper incorporation of component is rosponsibllty of building designer • not tru ss designer. Bracing shown MiTek. Is for lateral support of individual web mambo's only. Additional temporary bracing to cssum stability during construe non Is the responsibility of the enactor. Additional permanent bxactng of the overall structure is the responsibily of he buikli ng designer. For general guidance regarding fabrication, quulty control storage. deleery, erection and bracing. consul ANS i/IPII Quality Criteria, DSB-89 and BCSII Bufldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate institute, 583 D'Onofno Drive, Madison, tit 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R22603571 608209 G4A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:10 2006 Page 1 1 -1 -0-0 1 112 1 6-2-7 I 11-4-3 11 -11 -11 15-0 -0 1 1-0-0 1-0-12 5.1 -11 5-1 -11 0-7-8 3-0-5 4x4 Scale =1:414 1.5x4 II 5-7 3x5 = . 5 6 7 6.00 F1F 3x4 i 1 -5 4 410 3 2 7S� a 61 tr O d 1 12 11 10 y 1.8 355 % 1.5x4 II 6x16 254 II 3 1 1-0-12 1 6-2 -7 I 11 -7-0 12 -2-p 15-0-0 1 1-0-12 5-1-11 5-4-9 0-7-4 2 -9-12 Plate Offsets (X,Y): 110:0 -3- 12,0 -2.81 [12:0.4- 4,0 -2 -0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.07 11 -12 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.54 .Vert(TL) -0.16 11 -12 >999 180 . TCDL 7.0 Rep Stress Incr YES VVB 0.94 Horz(TL) 0.05 8 n/a ' n/a ' ' BOLL 0. 0 Code 1BC2003/TPI2002 (Matrix) Weight: 70 lb BCDL 10.0 - LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-9-2 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 10-0 -0 oc bracing, Except: 6 -0-0 oc bracing: 8 -9. WEBS 1 Row at midpt 7-8 REACTIONS (lb/size) 8= 613/0 -5 -8, 2= 698/0 -5-8 Max Horz2= 69(load case 5) Max Uplif 8 - 127(load case 5), 2=- 176(load case 5) Max Grav8= 619(load case 2), 2= 956(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2-3=-1348/84, 3-4=- 1280/187, 4 -5 =- 495/117, 5 -6 =- 330/142, 6-7 =- 334/141, 7 -8=- 663/182 BOT CHORD 2 -12=- 93/1052, 11 -12=- 142/1090, 10.11= 142/1090, 9-10 =0/222, 8-9= -2/80 WEBS 3 -12=- 15/195, 4-11 =0 /265, 4-10 =- 869/185, 5- 10= 0/178, 6- 9=- 266/0, 7- 9=- 143/785 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) 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. �� PR Of 5) Provide adequate drainage to prevent water ponding. Ql f 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other he loads. �'\C"' � i N ` tts' 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �� 9 2 8) A plate rating reduction of 20% has been applied for the green lumber members. y 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 15T- • P E f bearing surface. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A ■ =le LOAD CASE(S) Standard ; FOONG '4 - EXPIRATION DATE: 06 -30 -08 August 29,2006 1 ■ Ak WARNING • Verify design parametera and READ NOTES ON THIS AND INCLUDED Afr7'ER REFERENCE PAGE 7111.7473 BEFORE USE Mil Design void for use only with Meek connectors. This design Is based only upon pararneten shown. and is for an hdivklual bullding compononl. • MiTek Applicability of design pammenters and properincorporcrbon of component is responsiblity of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Adailional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall shuclure is the responsiblity o1 the bulkliig designer. For general guidance regarding fabrication. qualty control storage. delvery, erection and bracing, consult ANSI/TPII Qualify Criteria, DS13-89 and BCSI1 Bullring Component 7777 Greenback Lane. Site 109 Safety Information available from Truss Plato Institute. 583 D'Onohio Drive, Madison, Val 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209• -BMC Const - -Oak Street Townhomes R22603571 608209 G5 ROOF TRUSS 2 1 • Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:11 2006 Page 1 I -1 -0.0 I 5-11 -5 I 11 -7-4 I 13 -11 -11 1 15.0.0 1 1 -0-0 5-11 -5 5-7 -15 2 -47 5 1-0-5 • 5x8 \\ Scale = 1:41.9 3x4 11 4 10 6 , ill 6.00 . 3 x4 , 4101k , lts 2 1 v sProll .,4 3x5 9 8 7 1.5x4 II 3x4 = 3x5 = 1 5-11 -5 I 11 -7-4 15-0.0 1 5-11 -5 5-7-15 3 -4-12 Plate Offsets (X,Y): 12:0 -2- 10,0- 1- 8],F6:Edge,0 -2 -81 LOADING ING (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 0.66 Vert(LL) -0.05 2 -9 >999 240 MT20 197/144 TCDL 7 -0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.13. 2 -9 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.90 Horz(TL) 0.03 7 n/a n/a • BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G . TOP CHORD Structural wood sheathing directly applied or 4-8-10 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. WEBS 1 Row at midpt 4 -7 REACTIONS (lb/size) 7= 737/0 -5 -8, 2= 718/0 -5.8 Max Horz2= 211(load case 5) Max Uplift7=- 384(load case 5), 2=- 147(load case 5) Max Grav7= 971(Ioad case 2), 2= 1014(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 1421/104, 3-4=-661/68, 4-5=- 128/0, 4 -1 = -685, 6-10= -6/85, 6 -7 =- 98/121 BOT CHORD 2 -9 =- 213/1151, 8 -9=- 213/1151, 7 -8 =- 89/483 WEBS 3-9=0/252, 3-8 =- 748/141, 4-8 =- 37/434, 4-7 =- 979/335 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) 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. at° PR Op 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �-r GF N s/ 8) A plate rating reduction of 20% has been applied for the green lumber members. �� N 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4V - cc 157:' 9 E f LOAD CASE(S) Standard L O' . ti � RF DONG .4\3 I EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ Ax WARNING • Verify design parameters and READ NOTES ON n ec AND INCLUDED 8f7TFR REFERENCE PAGE MN -7473 WORE 775E MT Design void for use only with tvirok connec tors. Orbs design Is based only upon porarrxllen shoves, and is for an individual building component. Appbcabllty of design commenters and proper Incorporation of component is responfibllty of building designer - riot fruit designer. Bracing shown MiTek. Is for lateral support of Individual web members only. Additional temporary Pacing to 6uure stabtiry during construction Is The responsibility of the erector. Additional permanent bracing of the overall structure Is the responsIbilty o the building designer. For general guidance regarding fabrication, wally control storage, delivery, erection and bracing, consult ANSt/TPI1 Qualify Crlfeda, DSB•89 and BC3I1 BWldrng Component 7777 Greenback Lane, Suite 109 Safety Information h on avaiiofim Truss Plato Irulrfule, 583 U'Onohio Drive, kI Bison. V4 53719. Citrus Greenback CA. 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603572 608209 G6 MONO TRUSS 5 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:12 2006 Page 1 1 -1.0.0 5-8-8 I 10-5.0 I 15-0-0 I 1-0-0 5-8-8 4.2-8 4-7-0 3x4 II Scale: 1/4•=1' 7 a 6 1.5x4 — 1.5x4 II 6.00 12 q 5 •� —q 10 3x6 = 7.5x4 1 -7 3 • 2 ,,A1111141111111= ■ 3x5 % 9 8 3x4 = 4x6 = I 10-5-0 1 15-0-0 I 10-5-0 4-7-0 LOADING (psf) SPACING 2 - CSI DEFL in (tier) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.18 2 -9 >985 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.52 Vert(LL) -0.54 2 -9 >323 180 TCDL 7.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 8 Na Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 82 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 6 DF 2400F 1.7E end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 6-8 2 X 6 DF 2400F 1.7E JOINTS 1 Brace at Jt(s): 10 • REACTIONS (lb/size) 8= 772/0-5-8, 2= 713/0 -5-8 Max Horz2= 96(load case 3) Max Uplift8=- 187(load case 3), 2=- 169(Ioad case 3) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/57, 2-3=-857/183, 3-4 =- 473/88, 4 -54- 268/102, 5 -6=- 122/514, 6- 7 = -18 /0, 8-10 =- 377/125, 6 -10=- 373/123 BOT CHORD 2 -9 =- 172/724, 8 -9 =0/338 WEBS 3- 9= -445/206, 4- 9= 0/260, 5- 104- 738/251 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) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� PROpe 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B). \ C ) .`� NGI N/ S' s /O L CASE(S) Standard � � / T 2 9 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 15TV • P E r Uniform Loads (plf) Vert: 1-6=-64, 6- 7 =-64, 2- 9 = -20, 8- 9=- 60(F =-40) , • .o� , • 4 '4x" RY2‘ J F OONG -4 • 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 a WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE DrI.7473 BEFORE USE Dost{pt void Or use only with Mink connec tors Mb design Is bawl only upon parameters shown. and is for an Individual building component. � Apptiusblity of clesign commenters and proper incorporation of component Is responsibility of building designer • not truss designer. Bradng shown i� iTek Is for lateral support of individual web Members only. Additional lomporary baring to 'triton stablfty during corslwction Is the responsibility of Iho erector. Additional permanent bracing of the overall shucture Is Ilse responslbliy of the bulking designer. For general guidance regarding re.e• • �, 9e ,,.. lubrication. cruelty control storage. defvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onolrro Drive, Madison, WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R2260357 608209 JA1 ROOF TRUSS 2 1 Job Reference (optional) BMC West Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:14 2006 Page 1 I -1-0-0 I- 1 -11 -11 I 6-0-0 I 1 -0-0 1 -11 -11 4_6.5 3z6 II Scale = 1:11.7 4 • . 6.00 2 3 � ' 1 P , 3- 1-4 2 • - j-- li' 1 O. 6 3x4= 5 d 3.00 rii • 3x4 - 1-5-6 1 -11 -11 I 6-0-0 I 1 - 0-6-3 4-0-5 Plate Offsets (X,Y): [6:0- 2 -0,0 -0-2) TCLL LOADING (Ps25.0 SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC ' 0.12 Vert(LL) 0.00 7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.08' _ Vert(TL) -0.02 5-6 >999 180 .. BCDL 0.0 Rep Stress Incr YES WB 0.04 HOrz(fL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 13 lb 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. WEBS 2X3SPFStud REACTIONS (lb /size) 4= 116 /Mechanical, 5=38 /Mechanical, 2=156/0-5-8 Max Horz2= 72(load case 2) Max Uplift4=- 5(load case 2), 2=- 74(load case 2) Max Grav4=116(toad case 1), 5=38(load case 1), 2= 162(load case 3) . FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3=- 39/8, 3-4= -3/51 BOT CHORD 5- 6 =0/D, 2- 7 = -1/5, 6- 7 = -11/0 WEBS 3 -7 =0/73 • 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 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. �` Cf��O PR o�FS 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) B eari ng at jo nt s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of c \ (T, 1 6PE 6- /O� 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ct 1 1' LOAD CASE(S) Standard t A- � • AN FO ' EXPIRATION DATE: 06 -30 -08 August 29,2006 4 a WARNING • Verify design peremetera and READ NOTES ON THIS AND INCLUDED 6r7TER RETERENCE PAGE 1117•7473 RETORE USE billt Desl{p1 witl for use only With Mick connectors. This design Is based only upon pararnoters shows, and is for an Individual building compornent. Appicablly of design pammenters and properincorpaafon of component Is respansiblity of building designer not truss designer. Bradng shown M;Tek� Is for lateral supped of individual web members only. Additional temporary ❑ecr g to Insure stability during corutruc flan Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responstblltyol the building designer. Fa general guidance regarding A.s..aa...- fabricatiorl. Quoit/ control storage. delvery, erection and bractig, consul ANSI/Tall Quality Criteria. DOS-a? rand 8CSI1 &Atdng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plato Institute, 58.3 D'l)nobio Drive, Madison. V4 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R2260357 608209 JA2 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:15 2006 Page 1 I - I 3-11 -11 I 6-0-0 I 1 -0-0 3 -11 -11 4 , 2 -0-5 Of Scale = 1:13.0 • 6.00 Fli 3 J . i ii 6 5 dr 4x8 % d O 1 '_, 3.00 12 ►/ I 354 % 3-5-8 I 3 -11 -11 I 6 3 0 2-0-5 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdef Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.02 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.26 Vert(TL) -0.10 6 >706 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 ri/a Na . BCLL 0.0 Code IBC2003/TP12002 - (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= 108/Mechanical, 2=290/0-5-8, 5 =71 /Mechanical Max Horz2= 117(load case 2) ' Max Uplift4=- 53(load case 2), 2=- 82(load case 2) . FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 200/76, 3-4= -33/42 BOT CHORD 2-6 =- 138/114, 3-6 =- 105/131, 5 -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 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) 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. ��ED PROFe, LOAD CASE(S) Standard � T,1 - / 1576'' -DONG - EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ i A WARNDya • Verify design parameters and READ NOTES ON TIDS AND INCLUDED MITER REFERENCE PAGE Mil-7473 BETORE USE. MI Design veld for use only with NITek connectors: fhb b design Is bawd only upon parameters shovel, and Is for an individual Wilding component. �1Y� Apoloabtly of design paromenters and properincorporcrion of component Is ■espanrbllty at building designer - not truss designer. Bracing shown IVI iTe k• is for lateral support of Individual web members only. Additional temporary bachlg to imam stability during construction Is the rasponsibiliy of the erector. Additional permanent bracing at the overall structure is the responsibilty of the bulkling designer. For general guidance regarding fabrication, wally control storage, deivery, erection and brocnlg, consul ANSI/TPI1 Ouattty Criteria, 055.89 and BCSI1 Butting Component 7777 Greenback Lane. Suite 109 Safety tnformaton available from Truss Pkrte Institute, 383 D'Onofrio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603576 608209 JA3 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:16 2008 Page 1 I -1-0-0 1 3-5-8 I 5-11-11 6t0 1 -0-0 3-5-8 2-6-3 404 :,#i1 Scale= 1:18.9 6.00 FiF 1 -4 3 ]a t• 2 • 6 5 d 1 1101. 4x8 % d 1' kill' bill 3.00 fiT 3x4 I 3.5.8 I 511 -11 61.0 3-5-8 2-6-3 0-0-5 TCLL LOADING (psf) 0 SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.33 Vert(LL) 0.05 6 >999 240 MT20 220t195 TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.15 6 >446 180 BCLL 0.0 Rep Stress !nor YES WB 0.00 Horz(TL) 0.04 5 rda • n/a • BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -11 -11 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= 139 /Mechanical, 2= 350/0 -5.8, 5= 107 /Mechanical Max Horz2= 161(load case 2) • Max Uplift4=- 94(load case 2), 2=- 91(load case 2), 5=- 5(load case 2) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= 0/44, 2- 3=- 550/22, 3 -4= -59/50 BOT CHORD 2 -6 =- 325/449, 3- 6=- 430/312, 5-6=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 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) 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. �� p PR °Fee, LOAD CASE(S) Standard �‹5 tN _F9 /0 2 C Z 15 (PE f A. - 41 II I I kVir 1* .■ • E .... 4 2 '- • - 1 I F l F DONG EXPIRATION DATE: 06 -30 -08 August 29,2006 A NARNWO • Verify design parameter. and READ NOTES ON THIS AND INCLUDED METER REFERENCE PAGE MD -7473 BEFORE USE �p il Design vote for use only with Mrok cermet ton. TMs design Is basod only upon parameters shown, and is for an Individual building component. �� Applicability of design paramenlors and proper Incorporation of component Is rosponsibllty of buidosg designer - not truss designer. Bracing shown Is for lateral support of individual web member s only. Additional temporary baring to share stability cluring construction Is the responsibility of the M ITek' erector. Additional permanent tracing 01 the overall structure Is Inn resportsibtlyof the building designer. For general guidance regarding fabrication. quoit) conlrot storage, delvery, erection and bracing, consul ANSI/fPl1 Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Irstormalon available from Truss Plato Institute. 5133 D'Onohio Drive. tRsdison. VA 53719. Gurus Heights, CA 95610 • Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603577 608209 JA4 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:17 2006 Page 1 1 -1-0-0 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 4 / i 1'I Scale = 1:23.6 6.00 I 12 i i-4 A 3 IJ r 2 5 d 4 4x8 % 6 OM Migi 3x4 % 3.00 12 I 3-5-8 6-0-0 1 7 -11 -11 I 3-5-8 2-6-8 1 -11 -11 LOADING (psf) SPACING 2 - CSI DEFL in (roc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.09 6 >740 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.22 6 >314 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 5 n/a r1/a BCLL 0.0. 'Code 1BC2003/TPI2002 (Matrix) Weight: 25 lb ' BCDL 10.0 LUMBER BRACING - TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5.9 -9 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8 -0-12 oc bracing. REACTIONS (lb/size) 4= 182/Mechanical, 2=392/0 -5-8, 5= 150/Mechanical . Max Horz2=206(load case 2) Max Uplift4=- 132(Ioad case 2), 2=- 96(load case 2), 5= 36(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 954/460, 3-4=- 104/63 BOT CHORD 2- 6=- 615/858, 3-6 =- 826/593, 5 -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 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) 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. �c) PR LOADCASE(S) Standard �C? <�� NG(N.. ,9 s /02-P 157 f A. 5 - 41111140- 0:41,4,._.9,... FiciONG EXPIRATION DATE: 06 -30 -08 August 29,2006 A A A WARNDCo • Verify design parameters and READ NOTES ON THIS AND OCCLUDED hDTEH REFERENCE PAGE M11.7473 WORE USE. Design valid for use only wilh MTok connectors his design Is based only upon rsorameten shows, and Is for an individual buitlIng component. Applicability of design paramonton and properin00rporalon of component is responsibility of building designer not truss designer. Bracing shown M iTek• Is for 1010,01 support of individual web =mhos only. Additional fempordry tracing to insure stabltitydurhg construction Is the responsibility of the erector. Additional penrianenl bracing of the overall structure is the responsibiltyol the bulking designer. For general guidance regarding fabrication, aualy control storage, delvery, erection and bracing. consul ANSI/TPl1 Qualify Criteria, D513-89 and BCSI1 Bulling Component 7777 Greenback Lane. Suite 109 Safety Irdormafan available from Truss Plate Institute, 583 D'Onohio Drive, Madison WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes 8226035781 608209 JA5 ROOF TRUSS 2 1 Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:15:18 2006 Page 1 I -1-0 -0 1 2 -7-12 i 6-0-0 I 9 -11 -11 I 1-0-0 2 -7 -12 3-0-4 3 -11 -11 5 d Scale= 1:30.1 d • 6.00 12 4 1 -5 ►�. • 3 , 2 op �� • ' ' � - Id 6 4x12 = 101. x4 3x4 3.00 Fli 2 -7 -12 I 6-0-0 i 10-0-0 l 2 -7 -12 3-4-4 4-0-0 • Plate Offsets (X,Y): [3:0- 11- 6,0-2- 4],[3:0 -3- 4,0.3 -5] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.04 3 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 . Vert(TL) -0.09 3-6 >731 180 TCDL' 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 6 Na Na BCLL 0. 0 Code IBC2003/TPI2002 (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. REACTIONS (lb/size) 5= 86/Mechanical, 2= 271/0 -5-8, 6 =49 /Mechanical, 4 =392/0 -5-8 Max Horz2= 252(load case 2) - Max Uplif(=- 65(load case 2), 2=- 31(load case 2), 4=- 295(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 198/0, 3-4=- 193/94, 4-5= -81/27 . BOT CHORD 3 -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 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) 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. ��E0 PROF 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. G N N s / 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��\ % 9 C7. LOAD CASE(S) Standard cc 157.. PE >' r i A V ti • a .....,_ _ F OONG .t% EXPIRATION DATE: 06 -30 -08 August 29,2006 I 1 A WARNING • Verify design parameters and READ NOTES ON rigs AND DYCLUDED I DTES: REFERENCE PAGE ODD -7473 BEFORE USE NI Design veld for use only v.1th MTok Connectors. Uric desgn Is based only upon parameters shown. and is for an Individual bulldhig component. Appicablfity of design paramenlers and proper incorporobon of component Is responsibility of building designer• not truss designer. Bracing shown Is for tatoral support of individual web members only. Additional lemporay txacsng to insure stability during construction Is the responsibility of the MiTek erector. Additional permanent brucirsg of the overall structure is the responslbily of the building designer. For general guidance regarding fabrication, quarry controL storage, delivery, erection and bracing, consult ANSI/TP11 Quality Cr funfa, DS8.89 and BCSII BWldng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 0 Drive. Madison WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603579 608209 JA6 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:19 2006 Page 1 I -1 -0-0 1 6-0-0 I 10-0-0 I 11 -11 -11 I 1-0-0 6-0-0 4-0-0 1 -11 -11 6 Scale = 1:33.4 5 I 6.0051 .. 16 ? 6 ►. 3 i o -..10 11111 . 111 0 ►_ x6 7 3 1)-7-12 640 I 0-7 -12 5-4-4 • LOADING (psf) SPACING 2 - CSI DEFL in (roc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.03 3 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.11 3-7 >636 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 7 n/a n/a . BCLL 0.0 'Code IBC2003/TPI2002 • (Matrix) • Weight :28lb' • 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 =69 /Mechanical, 2= 316/0 -5-8, 7= 54/Mechanical, 4300/0 -5.8, 5= 197/0 -5-8 Max Horz2= 297(Ioad case 2) Max Uplift6=- 52(Ioad case 2), 2=- 29(load case 2), 4=-233(load case 2), 5=- 149(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2 =0/44, 2 -3 =- 198/0, 3 -4 =- 234/62, 4-5=- 111146, 5 -6= -30/25 BOT CHORD 3- 7 = -2/2 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 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) 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) 4, 5. �E0 PR OF' f 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s < • ,.1•1 tr . LOAD CASE(S) Standard ,C� 9 2 "9 • ° 15 • • PE t' 4404,..14 Ai .0 DON° EXPIRATION DATE: 06 -30 -08 • August 29,2006 • • A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED lm7'EJC RETIMENCE PAGE M1f -7473 BORE USE. Design void for use only with MTok connectors. This design Is based only upon parameters shovel. and is for an Individual building component. Mg Applicability of design parcrmontors and proper Incorpornfion of component Is responebllty of building designer- not truss designer. Bracing shown M iTe k• Is for lateral support of individual web members only. Additional temporary batting to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibily of he buiklcig designer. For general guldance regarding fabrication. quality control storage, delivery, erection and bracing. consult ANSI/TPII QudIy Criteria, 056.89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plato institute, 583 D'Ono hie Drive, Madison, 1M 53719. Citrus Heights. CA, 95610 • • Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes 608209 JA7 ROOF TRUSS 2 1 R2260358C Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:20 2006 Page 1 I -1-0 -0 I 6-0-0 I 10-0.0 l 13 - 11 - 11 l 6r0-0 4-0-0 3 -11 -11 3 5 , 1111 Scale= 1:38.4 4 6.00 12 �i 1 -5 QS IC I 7000000000000000000000000000000000000000000 53 g 2x4= 6 I 6 l 13 - 11 - 11 60 7 - 11 - 11 LOADING ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (lac) I/detl Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.49 Vert(LL) 0.00 2 "" 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.11 2 -6 >597 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 Na Na BCDL 10.0 Code IBC2003/TPI2002 (Matra) . Weight: 31 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. REACTIONS (l size) 5= 133/Mechanical, 2= 322/0 -5-8, 6 =57 /Mechanical, 3= 297/0 -5-8, 4=261/0-5-8 Max Horz2= 343(load case 2) Max UpliftS=- 100(load case 2), 2=- 5(load case 2), 3=- 232(load case 2), 4=- 197(load case 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 292/62, 3- 4=- 162/46, 4 -5= -59/47 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 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) 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. LOAD CASE(S) Standard • �14° PRO - �� L NG I N . F9 S< ,L 2 4 15 :6PE t Ai IPk A irfr . 1 , . Jig Alit. .-,;,`). i 9 F DONG ' EXPIRATION DATE: 06 -30 -08 August 29,2006 t t _ WARNING • Verify design parameters and READ NOTES ON rfIIS AND INCLUDED MITER REFERENCE PAGE lal.7473 BEFORE USE M • Design void for use only with kaiak connectors. This design Is based n d only upon paramolor shown. and Is or an Individual building component. ' Appleablby of design paramonters and proper Incorporation of component Is rosponsidity of building designer- not truss designer. Bradng shown M i Te k ' Is for lateral support of individual web members only. Additional teml>aory bracing to Insure stabiiry during construction Is site responsibility of the erector. Additional permanent bracing of the overall structure is tie responsibllry of he building designer. For general guidance regarding fabrication, qualy control. storage, deivery, erection and bracing. consult ANSI/TPI1 Qualify Criteria, 056.89 and BCSI1 Bullring Component 177 Greenback La Safely Wormafon available born Truss Plato Institute, 583 D'Onohio Drive, Madison. 'Al 53719. 7777 Citrus Heights. Lne. Suite 109 CA 95610 Job Truss Truss Type City Ply 608209 - -BMC Const- -Oak Street Townhomes R22603581 608209 JA8 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:21 2006 Page 1 -1-0-0 1 -11 -11 3 2 -s 0 1-0-0 1 -11 -11 0-1 „rd, Scale = 1:8.4 rli 6.00 12 0 d 2 o _ r Id 1 4 M . 3.00 12 ,/ I 3x4 1 -11 -11 2 -p 1 -11 -11 0-0-5 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 2 e'ee 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 -4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rl/a rl/a BCLL 0.0 ,. Code IBC2003/TPI2002 (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 cc 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 =43 /Mechanical, 2= 166/0 -5-8, 4 =19 /Mechanical Max Horz2= 72(load case 2) Max Uplifi3=- 37(load case 2), 2=- 75(load case 2) Max Grav3= 43(load case 1), 2= 184(load case 3), 4= 19(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3= -40/16 BOT CHORD 2- 4 =-4/4 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 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. A E P G PR tin 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \�.`�, NG PR tin LOAD CASE(S) Standard 'C'� 7 i 157 ;eE . Ilk ,.....„. i:vil v - - ONG EXPIRATION DATE: 06 -30 -08 August 29,2006 0 Al WARNLVO • Verify design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE M21 BEFORE USE. D Nat esign void for use only vlth MTak connec tors. 1111s design Is based only upon pdrarnoters shows and is for an Individual building component. Apptcabitty of design paramenters and proper incorporation of component Is responsiblly of building designer- not truss designer. Bracing shown MiTek' Is for lateral support of individual web members only. Additional temporary bracing to insure slabliy during construction Is the responsibility of tho elector. Additional permanent bracing of the overall structure is the responsibily of Me buiklelg designer. For general guktance regarding fabrication. quality control storage, delivery. erectior, and bracing, consult ANSI/TPII Quality CrRoda, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safoy Information available from Truss Plate Institute, 583 D'Onokio Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603582 608209 JA9 ROOF TRUSS 2 1 Job Reference (optional) BMC West Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:15:21 2006 Page 1 1 - 1 2 -0-0 1 3.11 -11 :mi- 1 -0-0 21,0 1 -11 -11 3 ' r Scale= 1:13.0 6.00 12 n • , 2 11 11111 I c. 1 1111114 4 =' 3.00 I 12 1 3x4 % 2-0-0 1 3 -11 -11 1 2-0-0 1 -11 -11 LOADING (psf) 0 SPACING 2 -0-0 CSI DEFL in (roc) Udell L/d PLATES GRIP TCLL (Roof Snow 25.0) Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 2 """ 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 -4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a. n/a • BCDL 10.0 Code IBC2003/TPI2002 ' (Matrix) Weight: 11 lb ' 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) 3= 115/Mechanical, 2= 219/0 -5-8, 4 =19 /Mechanical Max Horz2= 117(load case 2) Max Uplift3=- 92(load case 2), 2=- 93(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3= -63/43 BOT CHORD 2- 4= -4/4 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 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) Refer to girder(s) for truss to truss connections. 8) Beanrtg 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. ��Q.F PR °Pests LOAD CASE(S) Standard 5 �NGIN -. 6- i 02 CC 15 . .PE �f e . DONG ' ' ( EXPIRATION DATE: 06 -30 -08 August 29,2006 f • Ak WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE EII.74731rf7'ORE 058 Mil Design valid for use only with NSTok canner tors. This design Is based only upon parameton shown. and is for an Individual turtling component. �Ti�Y Applicability of design parnrttmlters and proper IrcorporaBon of component Is respsndbllty of building designer- not truss designer. leering shown � iTe k Is for totaral support of individual web members only. Additional tomfxnary bracing to Insure stability during construe hunts the responsibility of the erector. Additional permanent bracing of the overall shucture is the resporrslbilty 01 he bulkling designer. For general guidance regard.%) fabrication, quaily control storage. delvery, erection and bracing, consul ANSI/TPl1 Quality Criteria, DSB-89 and BCSI1 Bulldng Component 7777 Greenback Lane. Site 109 Safety Information available from Truss Pole Institute, 583 D't)nohro Drive, ivtodison. W153719. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R2260358I 608209 JB1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 6 Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:22 2006 Page 1 -1 -0-0 I 1 -11 -11 I 6-0-0 1-0-0 1 -11 -11 4-0-5 3x6 I Scale = 1:11.7 4 3 � • 6.00 2 1 � � 3 3 ) 1 2 I O 6 5 Id 9 - 7 3x4 = ] 3.00 I 12 3x4 I 1 -58 I 1 -11 -11 I 6-0-0 1-5-8 0-6-3 4-0-5 Plate Offsets (X,Y): (6:0- 2 -0,0 -0 -2] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.08 . Vert(TL) -0.02 5-6 >999 180 • TCDL 7.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 5 n/a n/a • BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 13 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 6 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4= 116/Mechanical, 5=38 /Mechanical, 2= 156/0 -5-8 Max Horz 2= 72(load case 2) . Max Uplift4=- 5(load case 2), 2=- 74(load case 2) Max Grav4= 116(load case 1), 5= 38(load case 1), 2= 162(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension , TOP CHORD 1 -2 =0/48, 2- 3=- 39/8, 3- 4= -3 /51 BOT CHORD 5. 6==0/0, 2- 7 = -1/5, 6.7= -11/0 • WEBS 3 -7 =0113 NOTES 1) Wind: ASCE 7 -02; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C-C Exterior(); 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 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 OfF c 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. '- I AG)N u/ 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPl 1 angle to grain formula. Building designer should verify capacity of C,\ t. % 9 Z bearing surface. � -P 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. cc 157 •'• PE f LOAD CASE(S) Standard ti A I i■ .120e- , ' DONG ..J - I EXPIRATION DATE: 06 -30 -08 August 29,2006 t _ t A WARNING • Verify design parameters and RECD NOTES ON TIES AND INCLUDED mTErt REFERENCE PAGE MD -7473 BEFORE USE Design veld for use only vAh MTok connectors. This design Is based only upon parametern shown. and Is for an bdiviclual buitling component. Applicability of design paramerlters and proper incorporofion of component Ls responslbaty of building designer- not truss designer. Bracing shown MiTek. Is for lateral support of fisdivkfual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector- Additional permanent bracing of the overall shucture is the responslbifty of One building designer. For general guidance regarding lubrications cruelty control storage, deivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DS13-89 and BCS11 Building Component 7777 Greenback Lane. Suite 109 Safety hdormaeon available horn Truss Plate Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603584 608209 JB1 A ROOF TRUSS 1 1 Job Reference (optional) BMC West - Sherwood, Sherwood, Or. 97140 6.100 $ Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:23 2006 Page 1 -1-0-0 1 -11 -11 I 6r0.0 I 1-0-0 1 -11 -11 4-0-5 Scale: P =T 4 I' ' 6.00 1 n 3 4 o-a 1-0 ii 2 -7 Irrr 6 5 3x4 = IIII 4x8 8 3.00 12 3x4 = I 1 -11 -11 2-�I -0 2 -5-8 I 4-1-8 I 6-0.0 1 -11 -11 0-0-5 0-5-8 1 -8-0 1 -10-8 Plate Offsets (X,Y): (7:0- 2- 0,Edge] LOADING (psi 0 SPACING 2 -0-0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.03 6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 . BC 0.39 Vert(TL) -0.03 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 4 n/a rVa BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 17 lb 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. REACTIONS (lb/size) 4= 169/Mechanical, 7= 272/0 -5-8, 5 = -66 /Mechanical Max Horz7= 72(load case 2) Max Uplift4=- 102(load case 2), 7=- 103(load case 2), 5=- 72(load case 3) Max Grav4= 169(load case 1), 7= 272(load case 1), 5= 95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2- 3= -430/639, 3-4= -51/74 BOT CHORD 2-8 =- 666/476, 7-8 =- 666/476, 6- 7=- 694/412, 3-6=-404/666, 5 -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; P1==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 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) 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. � ��E,D PR QFFS LOAD CASE(S) Standard � < t NG I N s i o w c x - 15 E y `" '•- k i ce , € DONG i EXPIRATION DATE: 06 -30 -08 August 29,2006 • • a WARNING • 9.rifg design parameters and READ NOTES ON TIES AND INCLUDED 6UTFR REFERENCE PAGE MD -7473 BEFORE USE M Design void for use only wllh MTek connec tors. lids design is based only upon paramolea shown. and is for an tridivicluat building component. AppOcabiiry of design paromenlors and proper Incorporation of component is responsibllty of building designer- not tru designer. Bracing shown Is for totem, support of Individual web members only. Additional temporary bracing to Insure stablatyduring construction Is the responsibility of the 111I�Te k' elector. Additional permanent bracing of the overall structure is the responsibily el the buSSing designer. For general guidance regarding lubricationn, cruelly control storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, D5B-89 and BCSI1 BullAng Component 7777 Greenback Lane. Suite 109 Safely Irtlorma9on available from Truss Pkde Institute, 583 D'Ono hie Drive, Madison, Wt 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R225035851 608209 J82 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:24 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 rI Scale= 1:13.0 pi 6.00 12 3 a2 Maga r 2 6 5 dr 4x8 :7. d 1 - . di 11 0 illill. A - 3.00 i 12 I 3x4 % 3-5-8 I 3 -11 -11 I 6-0-0 3-5-8 0-6-3 2-0-5 LOADING (psf) SPACING 2 - - CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.02 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.26 Vert(LL) -0.10 6 >706 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a r1/a BCLL 0.0 BCDL 10.0 Code IBC2003/TP12002 • (Matrix) Weight: 19 lb . 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= 108 /Mechanical, 2= 29010 -5 -8, 5 =71 /Mechanical Max Horz2=117(load case 2) Max Uplift4=- 53(Ioad case 2), 2=- 82(load case 2) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 200/76, 3 -4= -33/42 BOT CHORD 2 -6 =- 138/114, 3- 6=- 105/131, 5 -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 fiat roof load of 25.0 psf on overhangs non-concurrent with 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) 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. �.Q.E� PR OFF- LOAD CASE(S) Standard �,_\ t�G(N' F9 iOy 15 A PE c R DONG � iiip - EXPIRATION DATE: 06 -30 -08 August 29,2006 t Al WARNING • Verify design parameter and READ NOTES ON 7746 AND INCLUDED MITES REFERENCE PAGE M11-7479 BEFORE USE D MT esign void for use only with MTok connectors This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design commenters and proper Incorporaion of component Is responsibility of bulldog designer - not truss designer. Bitting shown MiTek. Is for lateral support of hidMdual web members only. Adclllronal temporary tracing to insure stabltty during construction is the responsibility of the . erector. Additional permanent bracing of the overall structure Is the responsfbtity of are building designer. For general guidance regarding .erer ro .ev.nrw. lubrication, quaity control storage. deivery erection and bracing. consult ANSI/IPlt Quality Criteria, DSB -89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information avallahb from Truss Plate Institute, 583 D'Onotrio Drive. Madison. W1 53719- Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -8MC Const- -Oak Street Townhomes R22603586 608209 JB2A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:25 2006 Page 1 1 -1-0-0 I 2-5-8 ( 3-11-11 I 6-0-0 i 1.0-0 2 -5-8 1 -6-3 4 2-0-5 1 11 I Scale = 1:13.0 1/ • 6.00 1 12 3 .AIM : IFS 2 jidiFlUIIMOWIPw- 6 5 g .MIN:111 11 4x8 • 2x4 = 0 3.00 FIT 7 . 354 = 1 0-4-8 I 1.8 II 2.58 l 3 -11 -11 I 5-5-8 I 6-0-0 l 0-4-8 2 -1-0 1 -6-3 1 -5-13 0-6-8 Plate Offsets (X,Y): 12:0.2- 4.0 -1 -01, 12:0.3- 0,Edgej,13:0 -5 -4,0 -1-81, 17:0- 2- 0,Edge1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 3 -6 >999 240 MT20 185/148 (Roof Snow =25.0) • TCDL 7.0 . Vert(TL) Increase 1.15 BC 0.14 L) -0.03 3 -6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 Ws rl/a • BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 23 lb 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. SLIDER Left 2 X 4 HF Std 1 -7 -5 • REACTIONS (lb /size) 4 =75 /Mechanical, 2= 314/0 -9-4, 5= 117 /Mechanical Max Horz2= 118(load case 2) Max Uplift4=- 51(load case 2), 2=- 80(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2 =0/50, 2- 3=- 336/0, 3-4= -32/27 • BOT CHORD 2- 7=- 1/265, 6-7=-2/275, 3 -6 =- 265/1, 5 -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) 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 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) 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. , F 0 PR Of F `rtS LOAD CASE(S) Standard Ca , ( ,9 4p ' 157f•PE "7 { A libb- ..."1 •m . 1 11 10 1 10 -111°. ' l j FDONG A EXPIRATION DATE: 06 -30 -08 August 29,2006 I 1 WARNDIG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BORE USE Design void for use only with MTok conic too. This design Is based only upon poranulen show/. and Is for an individual building component. Mil. Apcabibty of design commenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown M iTek pl is for lateral support of individual web mambos only. Additional temporary tracing to hnura stability during Construction Is the responsibility of tie erector. Additional permanent bracing of the overall structure is the resporls(Wlty ol lire building designer. Foci general guidance regarding fabrication, qualty control storage, deivery. erection and bracing, consult ANSI/1Pa Qualify Criteria, 05B-89 and BCSI1 &dicing Component 7777 Greenback Lane. Suite 109 Safety information availahte hum Truss Plato Institute, 383 D'Onohio Drive. Madison, VA 33719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R2260358 608209 JB3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:26 2006 Page 1 -1-0-0 I 3-5-8 I 5 -11 -11 61-0 1 -0-0 3-5-8 2-6-3 40.° � CJ V IJ Scale= 1:18.9 6.00 12 .1 1-4 3 � 1111111111."- IF; 2 9 5 6 5 b 4x 8 1 ► , • ►, 3.0D 12 3x4 I 3$8 I 5 -11 -11 6-ct-0 3-5-8 2-6-3 0-0-5 LOADING (Psf) SPACING 2 - CSI DEFL in (lac) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC . 0.33 Vert(LL) 0.05 6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.48 Vert(TL) -0.15 6 >443 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 5 r1/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 22 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. REACTIONS (lb /size) 4= 140 /Mechanical, 2=351M-5-8, 5= 107 /Mechanical ' Max Horz2= 161(load case 2) Max Uplift4=- 95(Ioad case 2), 2=- 91(load case 2), 5= 5(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 555/224, 3-4= -59/50 BOT CHORD 2-6 =- 328/454, 3- 6=- 435/316, 5 -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 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) 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. �t�ED PRO , LOAD CASE(S) Standard ��\ t.v 9 /Q CZ' 1571 PE r A 1 '. . I I k 10 I . ' 4 .rllM . FOONG :1\ - EXPIRATION DATE: 06-30-08 J August 29,2006 • A 1 A WARNING . Verify/ design parameters and READ NOTES ON PHIS AND INCLUDED MUTER REFERENCE PAGE Md -7473 BEFORE USE Design vald for use only wflh Wok connectors This design Is based only upon parameters show', and is for an Individual bullding component. Appricabitty of design pararnenters and properincorporoion of component is responribflty of building designer- not truss designer. Bracing shown M iTek is for totem! support of individual web members only. Additional temporary aacing to insure stabitry during construction Is the responsibility of the elector. Additional permanent bracing of the overall structure Is the responsbilty of the building designer. For general guidance regarding lubrication. quoit' control storage, delvery, erection and bracing, consul ANSI/TPI1 Quality Criteria, 055.89 and BCSI1 Bullring Component 7777 Greenback Lane. SUile 109 . Safely bdormrbion avaflabb from Truss Plate Institute, 383 D'Ono iii Drive, Madison, N4 33719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603581 608209 JB3A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:27 2006 Page 1 I -1-0-0 I 2-5-8 I 5 -11 -11 61.0 1-0-0 2 -5-8 3.5-3 • ; Scale = 1:19.0 • 6.00 12 I 1-4 3 .i 411;1 1 . IIIP.'-- 2 0 6 5 d „ 4x6 1 M M. 7 3x4 = 3.00 12 60-0 I 3x4 = 2-5-8 I 5-5-8 I 5 -11 -11 s 2-5-8 3-0-0 0-6-3 0-0-5 Plate Offsets (X,Y): (7:0- 2- 0,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (leer) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) . 0.02 3-6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.25 Vert(TL) -0.05 3-6 >999 180 • TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 rVa 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 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 4= 121 /Mechanical, 2= 362/0 -5 -8, 5= 155/Mechanical Max Horz2= 162(load case 2) Max Uplift4=- 89(load case 2), 2= 87(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 501 /22, 3- 4= -75/42 BOT CHORD 2- 7=- 112/418, 6- 7=- 113/429, 3-6=- 418/112, 5 -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 6derior(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 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) 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. �� PD Q�� • LOAD CASE(S) Standard ` 0G I, F9 �+ /O2 � 15 � f • . A • • RY 2 •FO ONG ' EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ 1 Al WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AU 7473 BEFORE USE R W Design void for use only with MTek comae tors. This design Is based only upon parameters shown, and Is for an hdlvidual building component. Applicability of design par menters and proper lncorporo bon of component is rospenfbllfy of building designer- not truss designer. Bracing shown MITek. Is tar lateral support of esctldduat web members only. Additional temporary booing to Insure stability during construction Is the responsibility of the erector. Additional peimmnent bracing of the overall structure is the responsibil ly of the building designer. For general guidance regarding lubrication, quaft) control storage, delvery, erection and bracing. consult ANSI/TPll Quality Criteria, DSB-89 and BC$11 Buttdnp Component 7777 Greenback Lane. Suite 109 Safely Information avaliahb from Truss Pkrto Institute, 583 D'Onotrio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608209--BMC Const —Oak Street Townhomes R2260358 608209 JB4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:28 2006 Page 1 1 -1-0-0 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 4 'Is Id Scale= 1:23.6 6.00 7 5 1-4 d rn . c5 3 J , z 5 lri s 4x8 ; ►It IM 3x4 % 3.00 I 12 I 3-5-8 I 6-0-0 I 7 -11 -11 I 3-5-8 2-6-8 1 -11 -11 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.09 6 >740 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.22 6 >314 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 5 n/a n/a • BCLL 0.0 Code IBC2003/TP12002 ' (Matrix) Weight: 25 lb ' BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-9 -9 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8 -0-12 oc bracing. REACTIONS (lb/size) 4= 182/Mechanical, 2= 39210 -5 -8, 5= 150 /Mechanical Max Horz2= 206(load case 2) Max Uplift4=- 132(load case 2), 2=- 96(load case 2), 5=- 36(Ioad case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 954/460, 3-4 =- 104/63 BOT CHORD 2- 6= 615/858, 3 -6= -826/593, 5 -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 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) 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. ��Q.E9 PR Op, LOAD CASE(S) Standard �� <� 0G E9 /0, cr 15 66PE •r F OONG ...1... - f EXPIRATION DATE: 06 -30 -08 August 29,2006 Y WARNING. • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER R97ERENCE PAGE M X7.7473 BEFORE USE MI Design void for use only with MfTOk connectors. This design Is based only upon parameters showt, and Is for an Individual bulkfi ng component. �� ►YY�� Applcabltity of design paromenters and properincorporoton of component Is responsibility of building designer - not truss designer. Bracing shown N1iTekN is for latoml support o1 i ndlvtdual web members only. Additional temporary txacing to insure stability during cortstntclon Is the responsibility of the ereclor. Additional permanent bracing of the overall structure Is the responlibilly 01 the building designer. For general guidance regarding tabricallon, cruelty control storage, deivery, erection and bracing. consul ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Butldng Component 7777 Greenback Lane. Spite 109 Safety Informalon available from Truss Plate Institute, S83 D'Onotrio Drive, Madison. W153719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608209-- BMC Const- -Oak Street Townhomes R2260359C 608209 JB4A ROOF TRUSS 1 1 Job Reference (optional) BMC West- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:29 2006 Page 1 I -1.0 -0 I 2-5-8 6-0-0 I 7 -- 1-0-0 2-5-8 3-6-8 4 • : � �I Scale: 1/7=1' • 6.00 12 • 1-4 N 3 ' 5 2 ' I o i A .1 6 5 d M 4x8 ►/ 7 3x4 = 3x4 = 3.00 FIF 2'S8 l 5-5-8 1 6-0.0 f 7 - 11 - 11 l 2 -5-8 3-0-0 0-6-8 1 -11 -11 Plate Offsets (X,Y): (7:0- 2- 0,Edge) LOADING ING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (lac) Udell Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.57 Vert(LL) 0.03 3-6 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.07 3-6 >999 180 BOLL 0.0 Rep Stress !nor YES WB 0.00 Horz(TL) 0.01 5 n/a n/a • BCDL 10.0 Code IBC2003/TPJ2002 (Matrix) Weight: 27 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. REACTIONS (lb /size) 4= 166 /Mechanical, 2= 397/0 -5-8, 5= 201/Mechanical Max Horz 2= 207(load case 2) Max Uplift4=- 125(load case 2), 2=- 90(load case 2), 5=- 29(toad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= 0/49, 2 -3=- 682/114, 3-4=- 111/56 BOT CHORD 2 -7 =- 252/600, 6- 7=- 253/611, 3-6=-600/252, 5-6=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) 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 toad of 25.0 psf on overhangs non- concurrent with 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) 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. LOAD CASE(S) Standard � \ � ,`(O� N G PR F� T er% 1 / 66PE � r • A 1 0 IN 4, -- .^ , A 11( ' ' k416' / DONG EXPIRATION DATE: 06 -30 -08 August 29,2006 • a WARNING • Verify design parameters and READ NOTES ON 77D8 AND INCLUDED MITER RETERENCE PAGE MI-7473 BEFORE USE D El esign void for use only with Mick connectors. This design Is based only upon paramoton shown, and is loran Individual building component. ApprncabPity of design paramonters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Mire k Is for taleral support of individual web members only. Additional temporary bracing to insure slablly during construction Is the responsibility of the erector. Additional permanent txacig of the overall structure Is the resporufbily of the building designer. For general guidance regarding lubrication, qualfy control storage, delvery, erection and bracing, consult ANSI/TPlt Quality Criteria, DSB-89 and BCS11 Bu1idi ng Compnent 7777 Grem 7 enbad Safety Wormaton available from Truss Pk] to Institute, 583 D'Onohio Drive, Madison WI 53719. Leine. SLte 109 Citrus Heights. CA, 95610 Job Truss Truss Type . Oty Ply 608209-- BMC Const- -Oak Street Townhomes R22603591 608209 JB5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:30 2006 Page 1 1 -1 -0-0 1 2 -7 -12 6-0.0 1 9 -11 -11 1 1-0-0 2 -7 -12 3-4-4 3-11 -11 5 12 j� 1� Scale = 1:30.1 6.00 4 1 -5 �•4 ER N I • �3 2 2 ` % f a 6 d �� 4x12 = ��'x4 3x4 3.00 FIT 1 2 -7 -12 1 6-0-0 I 9 -11 -11 2 -7 -12 3-4-4 3-11-11 Plate Offsets (X,Y): (3:0-11-6,0-2-4113:0-3-4,0-3-5] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.05 3 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.11 3-6 >650 180 • TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 6 rda rVa • BCLL 0.0 Code IBC2003/TPI2002 (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 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) 5 =59 /Mechanical, 2=285/0-5-8, 6= 49/Mechanical, 4= 40310 -5-8 Max Horz2= 252(load case 2) Max Uplift5=- 45(load case 2), 2=- 42(load case 2), 4=- 303(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 191/0, 3-4 =- 187/101, 4 -5= -79/16 BOT CHORD 3 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 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� PROf bearing surface. -, Ql F 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. ,D- 14G 9 s /O9 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI fPI 1. LOAD CASE(S) Standard CC 1 T 66PE r A NIP 1,1 1 ir • , . - d - ) r FOONG' EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ 1 a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REVERENCE PAGE MII7473 BEFORE USE. INET Dodge void for use only wtth Wok connec tors. This design Is based only upon mammon show,- and is for an Individual building component. Apphcablisy of design paromentors and proper Incorporcrton of component is responsibility of building designer- not truss designer. Bracing shown MiTek Is for Intend support of individual web =mbers only. Additional temporary baci ng to insure stability during constriction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility ul the bulkling designer. For general guidance regarding ,, .ao.aev.• fabrication, qualty control storage. deivery, erection and bracing, consult ANSI/TPII Gusty Criteria, DSB-39 and BCSl1 Building Component 7777 Greenback Lane. Suite 109 Safety Information avallabla from Truss Pinto Institute, .583 D'Onotio Drive, Madison. W 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603592 608209 JB5A ROOF TRUSS 1 1 • Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:30 2006 Page 1 1 - 1 2 - I 4-7 -12 I 600 9 -11 -11 I 1 -0-0 2 - 5 - 8 2 -2-4 1-4-4 3 -11 -11 5 D ; {,' 1Q d Scale = 1:29.5 ili • • y 6.00 72 4 1-5 �� d 3 I ; �1� 7 6 �� 4x8 = 8 3x4 = 3x4 = 3.00 12 1 2 - 5 - 8 I 4-7 -12 I 6-0-0 I 9 -11 -11 I 2 -5-8 2 -2-4 1-4-4 3-11 -11 Plate Offsets (X,Y): (8:0- 2- 0,Edge] LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (loc) kW Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.33 Vert(LL) 0.02 3-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.33 • Vert(TL) - 0.07 3-7 >999 180 • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 6 Na n/a BCD,. 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 30 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. ' REACTIONS (lb/size) 5 =77 /Mechanical, 2= 348/0 -5-8, 6= 122/Mechanical, 4= 337/0 -5-8 Max Horz2= 252(load case 2) Max Uplift5=- 61(Ioad case 2), 2=-26(load case 2), 4=-246(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 473/0, 3-4 =- 171/80, 4-5= -71/24 BOT CHORD 2-8 =- 107/405, 7.8 =- 107/409, 3 -7 =- 405/107, 6 -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 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 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) 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) 4. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,`(CQ PR OFen LOAD CASE(S) Standard ' t. NGIN 9 u/ 2 157�.PE 9 r A . VrtrK."'' mq i e DONG ' i EXPIRATION DATE: 06 -30 -05 • August 29,2006 1 • Al WARNDVG • Verify design parameters and READ NOME ON FIGS AND INCLUDED AUTEK REFERENCE PAGE MD -7473 BEFORE USE. Design valet for use only with AATok connoc lots This design Is based only upon parannten show,. and Is for an indindual building component. Apprrcablty of design patammNors and proper Incorporation of component is responsibility of builder designer- not truss designer. Bracing shown MiTek is for lateral support 01 individual web members only. Additional temporary dating to insure stability clueing construction is the responslblliy of Ire erector. Additional peimanent bracing 01 the overall structure is the responsblly of Bee building designer. For general guidance regarding fabrication quality control storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Butldng Component 7777 re n back L Safety Information available from Truss Plate Institu to, 583 (Moo lio Drive, Mod sot W 53719, 7777 Greenback 9561 9nlle 109 limns Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603591 608209 JB6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:31 2006 Page 1 -1 -0-0 I 6-0-0 10-0-0 11 -11 -11 1-0-0 6-0-0 4-0-0 1 -11 -11 5 :j,()b Scale = 1:37 3 4 1 • 6.00 12 135 U, �� rA 2 2 � 6 3 12 f1-7 -12 6-0-0 11 -11 -11 I • 0-7 -12 5-4-4 5-11 -11 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) 0.00 2 "" 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.18 Vert(TL) -0.11 2 -6 >625 180 • TCDL 7.0 Rep Stress Incr YES VVB 0.00 Horz(TL) -0.00 5 n/a n/a • BCLL 0. 0 Code IBC2003/rP12002 (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 =69 /Mechanical, 2=323/0-5-8, 6= 57/Mechanical, 3= 295/0.5.8, 4=197/0-5-8 Max Horz2= 299(load case 2) Max Uplifts=- 52(Ioad case 2), 2=- 39(load case 2), 3= 222(load case 2), 4=- 149(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/64, 23=- 233/59, 3- 4=- 111/46, 4-5=-30/25 BOT CHORD 2-6=-1/1 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 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) 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) 3, 4. ,i, PR OFF 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� NG( �S s /O � LOAD CASE(S) Standard 1 66PE F OONG EXPIRATION DATE: 06 -30 -08 August 29,2006 A - a WARNING. Verify design parameters and READ NOTES ON TIES AND INCLUDED METES REFERENCE PAGE Mil-7473 BEFORE USE. Design veld for use only with Wok connectors. 1 design Is based only upon parameters down. and is for an Individual building component. Applcabily of design paramenten and proper incorporafion of component is responsibliy of building designer- not truss designer. Bracing shown MiTek. is for lateral support of individual web members only. Additional temporary bating to insure slabilty during construction Is the responsibility of the erector. Additional permanent bracing of the overall shvcttire Is the responsib9ly of he building designer. For general guidance regarding •e„e, -- .eo,a,,,,.. fabrication, qualy control storage, deivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pkr to Institute, 583 D'Onohio Drive, Madison, 1M 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603594 608209 JB6A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:32 2006 Page 1 1 -1-0-0 1 2 -5-8 2-1 - 6-0-0 1 . 11 -11 -11 I 1-0-0 2 -5-8 0-2 -4 3-4-4 5-11-11 7 • ;)�(I Scale = 1:35.0 6.00E 1-7 6 - N M 1.5x4 1.554 II rh 1.5x4 II 5 4 r 3 r� dlr 2 .�i r r"r rn �!' ► .d 2x4 - p 10 9 8 2 - 7 - 12 1 1 - 6 - 0 1 2- 5- 8 112 6-0-0 1 11 -11 -11 1 1.60 0-11-8 3-4-4 5 -11 -11 0-2-4 Plate Offsets (X,Y):- )10:0 -3= 13,0 -2 -8] LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) 0.00 9 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 8-9 >999 ' 180 TCDL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) -0.23 6 Na Na BCLL 0.0 Code IBC2003/TP12002 (Matra) Weight: 31 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. ' BOT CHORD 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 7= 161/Mechanical, 10 513/0 -9-4, 8=33 /Mechanical, 6= 238/0 -5 -8 Max Horz 10= 298(load case 2) Max Uplift7=- 112(load case 2), 1 155(load case 2), 6=- 280(load case 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/48, 2- 3=- 268/465, 3-4=- 265/171, 4- 5=- 22110, 5-6 =- 210/16, 6- 7= -90/56 BOT CHORD 2- 1 443/283, 9- 10 =0/3, 8 -9 = -0/0 WEBS 4 -10 =- 770/113, 5-9=0/36, 3 -10 =0/601 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 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. 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) 6. • ,�t,D PROFe ' � 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � �N F GI N . 9 '(9 LOAD CASE(S) Standard ki 'L-7 15 If6PE f Ali fit y i ci • �J I F D ONG 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 • t • WARNING • Verify design parameters and READ NOTES ON TICS AND INCLUDED lETFX REFERENCE PAGE MD -7473 BF 'ORE USE • Design valid for use only with Miek connoc toes. This design Is based only upon paramolen shown. and Is loran Individual building component. Applicability cosign paromontors and properincorporcrfon of component Is responlbliy of building designer- not truss designer. Bradng shown MiTek Is for oral support of Individual web nnambers only. Additional temporary bating to Insure stability during construction Is the responsiblliy of the erector. Additional permanent bracing of the overall shuclure is the respomitily of Ste bulking designer. For general guidance regarding fabrication. quaff) quafty conlroL storage, delivery, erection and bracing, consul ANSI/MI Quaff Criteria, DSB-89 and BCSII Bufldng Component 7777 Greenback Lane. Suite 109 Safety Irdomsafon available from Truss Plate Institute. 583 D'Onohio Drive, Madison. N4 53719. Carus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603595 608209 JB7 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:33 2006 Page 1 1 -1-0-0 1 6-0-0 I 10-0-0 I 13-11 -11 I 1 -0-0 6-0-0 4-0-0 3 -11 -11 5 14 Scale = 1:38.4 o .i 4 6.00 I 12 1 -5 vs 3 CR ri 2 t t M. 2x4 = 6 • 1 660 1 13-11-11 1 6-0-0 7 -11-11 LOADING (psf) SPACING 2 - CSI DEFL in floc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.00 2 "" 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.19 Vert(TL) -0.11 2 -6 >597 180 • TCDL 7.0 Rep Stress nor YES WB 0.00 Horz(TL) -0.00 5 Na Na . BCLL 0.0 • Code IBC2003/TP12002 (Matrix) Weight: 31 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 (Ib/size) 5 =133 /Mechanical, 2= 322/0 -5 -8, 6 =57 /Mechanical, 3= 297/0 -5 -8, 4 =261/0 -5-8 Max Horz2= 343(load case 2) Max Uplift5=- 100(load case 2), 2=- 5(load case 2), 3=- 232(load case 2), 4=- 197(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 292/62, 3- 4=- 162/46, 4 -5= -59/47 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 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) 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. LOAD CASE(S) Standard � \Co t, \G NE ., Wo y c 157; E 9 r 1 LI r 0 . 0 ♦� . 9 FDONG �J - EXPIRATION DATE: 06 -30 -08 August 29,2006 A I a WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED Nor= REVERENCE PAGE M• _ 7473 WORE USE "• Design veld for use only with MTek connectors. This design Is based only upon paramolen shown. and is for an Individual building component. Applicability of design parcrmentors and proper Incorporation of component is responsibility 01 building designer not truss designer. Bracing shown IV! iTe k Is for lateral support of Individual web members ony. Additional temporary dating to insure stability during construction Is the responsibility of the erector- Additional permanent bracing of the overall shucture Is the responsibliy of Me buikfi ng designer. For general Guidance regarding .c.xa.a .rnra....• fabrication, qually control storage, delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, OSB-89 and BCSI1 Wilding Component 7777 Greenback Lane. Stile 109 Safety Intormaflon available from Truss Plate Institute, 583 (lion Ito Drive, Madison, WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603596 608209 JB7A ROOF TRUSS 1 1 -- Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 M7ek Industries, Inc. Tue Aug 29 12:15:34 2006 Page 1 1 -1-0-0 1 6-0-0 10-0-0 I 13 -11 -11 I 1-0.0 6-0-0 4-0-0 3 -11 -11 6 • �� la Scale= 1:40.5 • d 6.00 72 5 1-6 H 4 1.5x4 II ra� 3 r r , 1 2 l 2x4 = �j 8 7 1.5x4 II 1 2-0-0 2 -2 -� 2 6-0-0 1 13 -11 -11 I 2-0-0 0-2 -12 3-9-4 7 -11 -11 LOADING ING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (roc) Ildefl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.47 Vert(LL) 0.03 7 -8 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.50 Vert(TL) 0.03 7 -8 >999 180 • BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.11 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 32 lb ' 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) 6= 133/Mechanical, 7 = -11 /Mechanical, 8= 508/0 -5 -8, 4= 183/0 -5-8, 5= 261/D -5-8 Max Horz8= 343(load case 2) Max Uplift6=- 100(load case 2), 7=- 21(load case 3), 8=- 125(load case 2), 4=- 179(load case 2), 5=- 197(Ioad case 2) ' Max Grav6=133(load case 1), 7= 6(load case 2), 8= 508(load case 1), 4= 183(Ioad case 1), 5= 261(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2- 3=- 329/69, 3-4 =- 256/14, 4-5 =- 162/46, 5-6= -59/47 BOT CHORD 2-8=-0/343, 7 -8=0/0 WEBS 3 -8 =- 322/141 • 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 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) Refer to girder(s) for truss to truss connections. � � PROF 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. , F S 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ■�� 0NG� E9 WO LOAD CASE(S) Standard 1y 66PE r A '4111/ . I G ONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 • WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED SITTER REFERENCE PAGE ME-7473 BEFORE USE D NMI esign void for use ony with Mink connectors. This design Is basod only upon paramalers shown, and Is loran Individual building Component. Applcablly of design commenters and properincorporolon of component is rosponslbllty of building designer - not truss designer. &adng shown M iTe k Is for labial support of individual wob members only. Additional temporary bracing to insure stability during construction Is Iho responsibility of the ' elector. Additional permanent bracing of the overall structure is the responstbily al the building designer. For general guidance regaNfng fabrication, qualty conlroL storage, delvery. erection and bracing, consult ANSI/TPI1 Cludiy Criteria, DOB-89 and BCSI1 Building Component 7777 Greenback Lane. SUBe 109 Safety Irdormallon available horn Truss Plate Institute, 383 U'Ono hie Drive, Madison. M 53119, Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603597 608209 JB8 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:35 2006 Page 1 1 -11 -11 2 2-0-0 1 -11 -11 0-� �� Scale = 1:8.4 6.00 12 li • 0 d f o 0 la 3 :4M 3.00 '1 2 4 ■A I 3x4 % 1 -11 -11 2-0.0 1 -11 -11 0-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) 0.00 1 "" 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 -3 >999 180 TCDL 7.0 Rep Stress !nor YES WS 0.00 Horz(TL) -0.00 2 rlla n/a . .. BCLL 0.0 Code IBC2003/TP12002 (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 -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= 80/0 -5-8, 2 =61 /Mechanical, 3=19 /Mechanical , Max Horz1= 52(load case 2) . Max Uplift1=- 12(Ioad case 2), 2=- 52(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2 = -3325 BOT CHORD 1- 3 =-4/4 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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. LOAD CASE(S) Standard C oco- lA a ASS /O _k, 157:!. 9r 4 ∎ ma c . FOONG • i EXPIRATION DATE: 06 -30 -08 August 29,2006 • • a WARNING - Verify design paramete a and READ NOTES ON TIM AND INCLUDED MITER REFERENCE PAGE ICI-7473 l3F]'ORE USE l Design void for use only with heck connectors This design Is based only upon parameters shown. and Is for an Individual building component. Apptcabaty of design pan and proper Incorporation of component Is rosponsiblily of building designer- not truss designer. Bracing shown M iTek' Is for lateral support of individual web members only. Additional temporary bracing to insure slnbltity owing construc is the responsibility of the elector. Additional permanent bracing of the overall structure Is the respondbily of tiro building designer. For general guidance regarding fabrication, cruelty control storage, delvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DS8.89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pinto Institute, 583 D'Onotrio Drive, hbdison. IM 53719. Citrus Heights. CA, 95610 Job Truss Truss Type City Ply 608209 - -BMC Coast —Oak Street Townhomes R22603591 608209 JB8A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:36 2006 Page 1 1 1 -10-15 2 2 -0.0 1 -10-15 d 1 Scale = 1:8.3 6 1 '1 . . i . 1 N_ d d d 1-3 1 1 z. _ 1-10-15 1 • 1 -10-15 TCLL LOADING (Ps25.0 SPACING 2 - CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.04 Vert(LL) 0.00 1 •••' 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(LL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TP12002 • (Matrix) . • Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1 -10 -15 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (1b/size) 1= 67/2 -0-0, 2= 50/Mechanical, 3= 172 -0 -0 Max Horz 1= 46(load case 2) Max Upliftl=- 7(load case 2), 2= -44(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/21 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) 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 ' � ‹.) elAGIIN 0 q ss / o 4 4.4 2 ct 157 4P � f • . o . fra 4 1)) . 4 , 1 • F DONG ' EXPIRATION DATE:06 -30 -08 August 29,2006 1 l Ai WARNING • Ter% design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 BEFORE USE Ng Design void for use only with NYTok connoc fors This design Is based only upon pararlRllea showh. and Is for an hdividual buikilrlg component. �Y Applicability of design parcmrentors and proper Incorporator, of component Is rasponslbllly of building designer • not truss designer. Bracing shown M iTek' Is for lateral supped of incevldual web members only. Additional temporary bracing to Iruure stability during construction Is rho responsibility of the erector. Additional permanent bracing of the overall structure Is the responsfbilyol the bulking designer. For general guidance regarding fabrication, cruelty control storage, delvery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, 058.89 and BCSI1 Building Component 7777 Greenback Lane. Srlte 109 Safety Wormaion available from Truss Plate Institute, 583 D'Ono trio Drive, Madison, Vs1 53719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260359 608209 JB9 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:37 2006 Page 1 2-0-0 3 -11 -11 2-0-0 1 -11 -11 2 1I( I� Scale= 1:13.0 6.00 12 • 1- 1 3 1 1.- 3.001 3x4 % 2-0-0 3 -11 -11 2-0-0 1 -11 -11 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) 0.00 1 "" 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(LL) -0.00 1 -3 >999 180 TCDL 7.0 Rep Stress Incr YES VVB 0.00 Horz(TL) -0.00 2 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 directly applied or 2 -0-0 oc purlins. BOT CHORD 2 X 4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • REACTIONS (lb /size) 1= 143/0 -5 -8, 2= 124/Mechanical, 3 =19 /Mechanical Max Horz 1= 97(load case 2) Max Upliftl=- 38(load case 2), 2=- 100(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= -61/47 BOT CHORD 1 -3 = -4/4 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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. LOAD CASE(S) Standard N GPR `•151s% C r 15 66PE 4,1,410:4, � DONG 4 EXPIRATION DATE: 06 -30 -08 August 29,2006 Al o AG WARNING • Verify design parametare and READ NOTES ON THIS AND INCLUDED MITER R6TFJlENCE PAGE MD- -7473 BE'ORE USE Design void for use only wtlh MiTek connectors. Tits design Is based only upon parameters shows. and is for an individual building component. Apptcobiity of design paramontors and proper Incorporcrion of component is rosponsibily of building designer- not truss designer. Bradng shown MiTek. Is for lateral support of cicllvtdual web members only. Additional temporary baring to insure stablity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is Ins responsibily of tie building designer. For general guidance regarding fabrication. wally controi storage, delivery. erection and bracing. consutl ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 7777 Safety Informaflon available from Truss Plato Institute, 583 D'Onohto Drive, Madison, WI 53719. Citrus Greenback s Heights, CA, Lane. 956110 0 109 C Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Town homes R2260360C 608209 JB9A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:37 2006 Page 1 2-0-0 I 3 -10-15 2-0-0 1 -10-15 2 ; � Scale= 1:12.9 .. � jk_ . 6.00 12 N_ d • 1 1 ►- 3 ii 3.00 12 • I 3x4 2-0-0 I 3-10-15 2-0-0 1 -10-15 LOADING (psi 0 SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.25 Vert(LL) 0.00 1 "" 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1 -3 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 9 lb 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) 1= 141/0 -5-8, 2 =122/Mechanical, 3 =19 /Mechanical Max Horz 1= 96(load case 2) Max Upliftl=- 37(load case 2), 2 =- 98(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= -61/46 BOT CHORD 1- 3 =-4/4 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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. LOAD CASE(S) Standard ��EO P R OFF s s �, 2 1576' ' E -vim -DONG -1 . EXPIRATION DATE: 06 -30 -08 - August 29,2006 . I I Ak WARM➢1r0 • Val & design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REIPERENCE PAGE MD•7473 OFJ'ORE USE Design void for use only with Mink connectors. This design Is based only upon par ameten shown. and is for an individual bullding Component. , Appicabity of design paramenters and properincorporafon of component is I espondbIlly of building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web rmmbers only. Additional temporary bracing to unsure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibliyol tine building designer. For general guidance regarding fabrication, qualy control storage, deivery, erection and bracing, consult ANSVTPII Quality Criteria, 135B49 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute. 583 D'Ono frio Once, Madison, 1M 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603601 608209 JC1 ROOF TRUSS . 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:38 2006 Page 1 I 1 -11 -11 6-0-0 l 1 -11 -11 3x6 II 4-0-5 3 Scale= 1:10.1 6.00 FIT 2 1 g g I i T . 0 5 4 i 6 3x4 - M 3.00 • M 3x4 1 -5-8 I 1 -11 -11 I 6-0-0 l 1-5-8 0-6-3 4-0-5 Plate Offsets (X,Y): (5:0- 2 -0,0 -0-2] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 6 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.02 4-5 >999 180 TCDL 7.0 Rep Stress !nor YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 121b • 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. - WEBS 2 X 3 SPF Stud . REACTIONS (lb/size) 1= 82/0 -5-8, 3= 130 /Mechanical, 4=38 /Mechanical Max Horz1= 47(load case 2) Max Upliftl=- 18(load case 2), 3=- 18(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-31/14, 2 -3= -9/57 BOT CHORD 4- 5=0/0, 1- 6 = -1/5, 5-6= -11/0 WEBS 2-6 =0/73 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 �(i,E. OFF bearing surface. • C NGIN • > 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c\ / 9 0,0. . LOAD CASE(S) Standard CC 157:' / • PE 9 r 401 41. VI: � r� ip � f. RY25 , , J F OONG EXPIRATION DATE: 06 -30 -08 August 29,2006 A ■ A WARNING • Verib design parametaro 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 paramelen shown. and is for an individual building component. Apptcabiity of design pocrmontors and properincorporaton of component is responsibilty of building designer- not truss designer. Bracing shown MiTek . Is for 10ldrtd support of individual web mombars only. Additional temporary baring to 'ensure stabety during construction Is the responsibility of the erector. Additional permanent bracing of the overall shucture is the responslbilty ol the buiklung designer. For general guidance regarding fabrication, (Nulty control storage. del very. erection and bracing. Consul ANSI/TPI1 Quality Criteria, D5B-69 and BCStI Bulking Component 7777 Greenback Lane. Suite 109 Safety Information available from Trust Plate Institute. 583 D'Onohio Drive, Madison, WI 53719. Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R22603602 608209 JC10 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:39 2006 Page 1 I -1�0 I 2-0-0 I 3-11-11 I 1-0-0 2-0-0 1 -11 -11 3 ' tr Scale= 1:13.0 6.00, V k • h r 2 cs , 4 1 3.00 1 3x4 % 2-0-0 I 3-11 - 11 1 2-0-0 1 -11 -11 TCLL LOADING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 2 "" 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 -4 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) ' Weight: 11 lb 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) 3= 115/Mechanical, 2= 219/0 -5 -8, 4 =19 /Mechanical Max Horz2= 117(load case 2) Max Uplift3=- 92(load case 2), 2=- 93(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3= -63/43 BOT CHORD 2 -4=-4/4 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 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) 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. ��D PROF LOAD CASE(S) Standard < • oGIN., 9 tv C !// 2 t. 157�•.PE 9 ApAp IIII 1 E4 tr01 _ 9 RY25, , / "DONG' • EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ A WARN119G • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411•7473 BEFORE USE ' • Dosispi veld for use only , M1h h9Tek Connectors. This design Is bawd only upon paramelon show'', and Is for an rrdrvrclual bulldIng component. Applicability of design paramonters and proper incorporaIon of component Is iesponsibllty of building designer - not truss designer. Bracing shown Mi Te k Is for lateral support of individual web naimber s only. Adclllionai temporary ',acing to insure stability durtng construction Is Iho resporuiblIlly of the erector. Additional permanent bracing of the over all structure Is the responsblly o1 he building designer. For general guidance regards fabrication. qualify confrol storage. delivery. erection and bracing, consult ANSI/1PII Quality Criteria, DSB-B9 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safely lnforma6on available from Truss Plate Institute, 383 D'Onohio Drive, Madison. V4 53719, Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603603 608209 JC10A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:40 2006 Page 1 2-0.0 3-11-11 l 2-0-0 1 -11 -11 2 Scale 1:13.0 • I ` • 6 .00 12 1- 1 /O. I 3 • ►, 3.00 FIT 3x4 2-0-0 3 -11 -11 2-0-0 1 -11 -11 LOADING (pst) SPACING 2 - 0 - 0 CSI DEFL in (roc) l/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) 0.00 1 '""' 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 Na 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 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) 1= 143)0 -5 -8, 2= 124/Mechanical, 3 =19 /Mechanical Max Horz1= 97(load case 2) Max Upliftl=- 38(load case 2), 2=- 100(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -61/47 BOT CHORD 1 -3 = -4/4 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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. LOAD CASE(S) Standard CD 1 4G N R O Lv • � 157 PE �{ '9FOONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 A WARNING • Verify design parameter. and READ NOTES ON 77:78 AND INCLUDED MITER REFERENCE PAGE M17-7473 BEFORE USE Design will for use only with /Wok connectors. This design Is based only upon paramoten shown, and Is for an Individual building component. ApplCabliry of design commenters and properlrscorporafion of component Is responrblity of building designer not truss designer. Biadng shown MiTek. Is tor 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 sesponsibily bl the bulking designer. For general guidance regarding fabrlcafiorL quail) control storage. delivery, erection and bracing, consult ANSI/TPll Qudity Criteria. DSB489 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safety Idormafion available from Truss Pkrte Institute, 583 D'Onotto Drive, Madison. WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R2260360 608209 JC2 ROOF TRUSS 2 1 Job Reference (optional) BMC West Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:41 2006 Page 1 3-11 -11 1 6-0.0 l I 3-11-11 3 2.45 ii. St ale = 1:13.0 12 2 ''''' r qq WrA ' S 4 d 00 4x8 % d =/ 3.00 12 I 3x4 = 3-5-8 I 311 -11 l 6.0-0 3 ` 8 0Fi3 2-0-5 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 0.26 Vert(LL) -0.04 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.13 5 >546 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 4 nla n/a • BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight: 17 lb 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) 1= 202/0 -5-8, 3= 111 /Mechanical, 4 =77 /Mechanical Max Horz 1= 95(load case 3) Max Upliftl=- 18(load case 3), 3=- 55(load case 3) • Max Grav1= 202(load case 1), 3= 111(load case 1), 4= 117(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= 248/118, 2- 3= -34/43 BOT CHORD 1 -5 =- 187/175, 2 -5 =- 163/178, 4-5=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) Refer to glyder(s) for truss to truss connections. 8) 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. E PR 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. `�� F S LOAD CASE(S) Standard �C\� �NGIN F9 si0 15 6PE r V IIraMto /. . iip F DONG EXPIRATION DATE: 06 -30 -08 August 29,2006 I • Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED =LITER RE2BRENCE PAGE MD -7473 BEFORE USE D Mg esign void for use only with MTek connec tors This design Is based onry upon poramolen show%, and Is for an Individual building component. Applicability of design paramentors and properincorporoton of component bs nosporstlblffy of building designer• not buss designer. Bracing shown MiTek . Is for lateral support of individual web members Orly. Additional temporary b acing to inure stability during conshuc Bon Is the responsibility of the erector. Additional perhenent bracing of the overall shucture is the resporntbiity of lie bulldhng designer. For general guidance regarding fabrication, quuityconlrol storage. deivery, erection and bracing, consult ANSI/WIT Gamty CrBoda, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Site 109 Safety Information available from True Plate Institute, 583 D'Onohio Drive, Madison, lM 53719. Genre Heights. CA, 95610 • • Job Truss Truss Type City Ply 608209 - -BMC Const -Oak Street Townhomes R2260360 608209 JC3 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:42 2006 Page 1 3-5-8 5-11-11 61-0 3-5-8 2 -6-3 Sale = 1:18.8 • 6.00 12 1-3 • 2 • • Id S 4 d 4x8 ■ 3.00 ,2 3x4 3-5-8 5-11-11 6160 3-5-8 2-6-3 0-0-5 LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL in (lac) L/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) 0.06 5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.16 5 >417 180 TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(rL) 0.04 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 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. REACTIONS (lb/size) 1= 263/0 -5 -8, 3= 140/Mechanical, 4= 114 /Mechanical Max Horz 1= 139(load case 2) Max Upliftl=- 28(load case 2), 3=- 95(load case 2), 4=- 11(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 606/271, 2- 3= -60/50 BOT CHORD 1- 5=- 381/518, 2 -5=- 497/367, 4 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 ANSUTPI 1. LOAD CASE(S) Standard N e" sio 15 APE "7 f 4 4 , 41 11P, , 9F OONG .(J EXPIRATION DATE: 06 -30 -08 August 29,2006 _ A WARNING • Verify design parameters and READ NOT ON TI1S AND INCLUDED ATTSE REFERENCE PAGE NII 7473 WORE USE. Design void for use only with Mink connectors. This design Is based only upon parameters shown, and is for an Individual building component. Appicablfity of design pammentors and proper lncorporcrlon of component Is responsibility of building designer - not truss designer. Brddng shown N1iTe k• Is for lateral support of Individual web mambas only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding fabrication, qualify conlroL storage, deivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSIt Building Component 7777 Greenback Lane. Slite 109 Solely information available from True Pkrte Institute, 583 (1 Onotrio Ddve, Madison Vd 53719. Gurus Heights. CA, 95610 • Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603601 608209 JC4 ROOF TRUSS 1 1 Job Reference (optional) BMC West -Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:43 2006 Page 1 1 2-3-12 I 6-0-0 1 7 -11 -11 2-3-12 3-8-4 1 -11 -11 4 0 ..i Scale = 1:23.7 d, 3 : i 6.00 'I 2 • O 1 -4 �� ■A 2 �— • !� 5 li 4x4 = 4x10 = 354 - 3.00 FIT 2 -3-12 I 6-0-0 I 7 -11 -11 2-3-12 3-8-4 1 -11 -11 Plate Offsets (X,Y): (2:0- 9- 6,0 -2- 4],(2:0- 1- 2,0 -2 -13] TCLL LOADING (psf) 5.0 SPACING 2 - CSI DEFL in (lac) Udefl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.55 Vert(LL) 0.05 2 >999 240 MT20 220/195 TCDL '7.0 Lumber Increase 1.15 BC 0.15 .Vert(TL) -0.11 2 -5 >632 180 .. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 22 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. REACTIONS (lb/size) 1= 197/0 -5-8, 4 = -90 /Mechanical, 5=51 /Mechanical, 3= 435/0 -5-8 Max Horz1= 189(load case 2) Max Uplift1=- 4(load case 2), 4=- 90(load case 1), 3=- 329(load case 2) Max Grav1= 197(toad case 1), 4 =68(load case 2), 5= 51(load case 1), 3= 435(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 142/0, 2- 3=- 141/106, 3-4= -88/30 BOT CHORD 2 -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 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/IP' 1 angle to grain formula. Building designer should verify capacity of _ co PR OFF '' ‘C%- bearing surface. s 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. <' *,N 6 9 / i7 2 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14,/ 9 LOAD CASE(S) Standard • • 11111i...SM' L , i ` 1 i 6PE f 6 -- O ONG •%3 EXPIRATION DATE: 06 -30 -08 August 29,2006 1 ■ A WARND✓D • Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE 1611.7473 BEFORE USE MIII Design said for use only with MTek connectors. This design Is bated only upon parameters shown. and is for an hdivkluol building component. Appficabitity of design paromentors and proper incorporation of component Is responsibilly of building designer- not truss designer. Bracing shown MiTek ' is for lateral support of Individual won members only. Additional temporary bracing to insure stability during corsiruction is the responsibility of fine erector. Additional permanent bracing of the overall thucture Is the respanslbily oI the building designer. For general gu regard Ialxtcalksn. crucify control storage. delvery, erection and bracing. coruuf ANSI/V11 Quality Criteria, 1336 -89 and BC3I1 Bulidng 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 608209 - -BMC Const- -Oak Street Townhomes R22603607 608209 JC4A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:44 2006 Page 1 I 3-5-8 I 6.0-0 I 7 -11 -11 I 3-5-8 2 -6-8 1 -11 -11 4 1 Scale = 1:23.7 3 • 6.00 I 12 • 1-4 P n rb 2 1 I q 6 5 q 3 50 4x8 OM M 3x4 3.00 12 I 3-5-8 6-0-0 I 7 -11 -11 1 3-5-8 2-6-8 1 -11 -11 LOADING (psf) SPACING 2 - CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) 0.04 6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.15 6 >463 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0. 0 p (TL) 0.03 5 Na Na BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 23 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. REACTIONS (lb/size) 1=245/0-5-8, 4 =-43 /Mechanical, 5= 104/Mechanical, 3= 341/0 -5-8 Max Horz4= 184(load case 2) Max Upliftl=- 92(load case 2), 4=- 43(load case 1), 5=- 2(load case 2), 3=- 220(load case 2) Max Grav1= 245(load case 1), 4= 106(load case 2), 5= 104(load case 1), 3= 341(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 505/342, 2 -3= 38/107, 3-4=-68/211 BOT CHORD 1 - 297/423, 2-6=-404/285, 5-6=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; P1==25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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. QED PR OFE 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .`t ( sa LOAD CASE(S) Standard ,S., �� I F �'L •9 • 1766PE r ► _ . � ' � 4 1044. ti /K '. . GONG -. EXPIRATION DATE: 06 -30 -08 August 29,2006 • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REPS El9CE PAGE MD•7473 BEFORE OS& Mit Design void for use only with Mrok connectors. This design Is based only upon parameters shown, and Is for an hdividual building component. Appicablity of design commenters and proper Incorporalon of component Is rosponslbilty of bulkiing designer • not truss designer. Bracing shown M iTe k• Is for lateral support of individual web members only. Addllionat temporary tracing to insure stablity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the resporelbiiy of the building designer. for general guidance regarding fabrication. quarry control storage, deivery, erection and bracing, consul ANSI/TPI1 Quality Criteria, 058-89 and BCSi1 Bullring Component 7777 Greenback Lane. SUile 109 Solely Wormaeon available from True Plate Institute, 383 D'Ono bin Drive, Madison WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Cry Ply 608209 - -BMC Const —Oak Street Townhomes R2260360J 608209 JC5 ROOF TRUSS 1 1 . Job Reference (optional) BMC West—Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:44 2006 Page 1 6-0-0 9 -11 -11 6-0-0 3-11-11 3 iJ /1 Scale= 1:28.2 d 6.00 1 iJ 2 • 4 1014 N C 4 1 .3 -iimimimmilimm■Im ,/ R-11 4 2x4= 6-0-0 I 9 -11 -11 6-0-0 3-11-11 LOADING SPACING 2 - - CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 1 "" 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -4 >615 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na nla • BCLL 0. 0 Code IBC2003/TPI2002 (Matrix) Weight: 23 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) 1= 234/0 -5 -8, 3= 133 /Mechanical, 4 =57 /Mechanical, 2= 310 /0 -5-8 Max Horz1= 227(load case 2) . Max Uplift3=- 100(load case 2), 2=- 241(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 190/66, 2- 3= -59/47 BOT CHORD 1-4 =010 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 ''Ts PR 0,c- (er ° NG IN ,9 � O / 2 c 157 ; {• PE 9f- .. A ti . DONG 'J 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 . 1 • WARNING.. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE D Mg esign void for use only v tth Wok tonne lors. lids design Is based only upon parameters show). and Is for an I dlvldual building Component. Apptcablsry of design parommvers and proper lncorporcrion of component Is responsibility of bulldog designer- not truss designer. Brodng shown M iTe k' Is for lateral support of Individual web =Mans only. Additional tomparcy bracing 10 insure stabrbty during construction is the responsibility of the elector. Additional permanent bracing of the overall structure is the responsibiity OI the bulksu)g designer. For general guidance regarding fabrication. qualy control storage, deivery, erection and bracing, consult ANS1/IPi1 Qualify Criteria, 058-89 and BC3I1 Bulking Component 7777 Greenbads Lane. Suite 109 Safely Informalfon available from Truss Plate Institute, 583 O'Ono trio Drive, Madison WI 53719. Canis Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603600 608209 JC5A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:46 2006 Page 1 I 3-0-12 I 6-0-0 I 9 -11 -11 3-0-12 2 -11 -4 3 -11 -11 4 10:-: Scale = 1:28.6 6.00172 ' 3 1-4 lam♦ ro 2 1 iI or 6 5 I MA 4x8 ►zII 3x4 3.00 1 3.0-12 I 6-00 I 9 -11 -11 3-0-12 2 -11-4 3-11 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 • Plates Increase 1.15 TC 0.40 Vert(LL) 0.05 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.15 5-6 >444 180 TCDL 7.0 Rep Stress Inc r YES WB 0.00 Horz(TL) 0.04 5 n/a n/a 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 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 (IWsize) 1= 242/0 -5 -8, 4 =70 /Mechanical, 5 =95 /Mechanical, 3= 363/0 -5-8 Max Horz1= 229(load case 2) Max Uplift4=- 59(load case 2), 5=- 5(load case 2), 3=- 254(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 494/143, 2- 3=- 173/89, 3-4 =7421 BOT CHORD 1- 6=- 364/407, 2-6 =- 390/350, 5 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. . 5) Refer to girder(s) for truss to truss connections. 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. 9) This truss is designed in accordance with the 2003 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. <c. c1,0 PR ace LOAD CASE(S) Standard �6\. ,Is GG F 9 /0 2 1' 4 ' 15 66PE f / jai - i.• ur Efl •.( - EXPIRATION DATE: 06 -30 -08 August 29,2006 A WARNING • Verify design parameters and READ NOTES ON DIGS AND DNCLUDED BDTEE REFERENCE PAGE MO•7473 BEFORE USE. D Pal esign valid for use only with Wok connectors. This design Is based only upon paramelen shown, and Is for an Individual building component. Appicablbty of design paromcnnten and proper Incorporation of component is rosponsibllty of building designer - not truss designer. Bracing shown MiTek Is for tafmal support of individual web members only. Adattonaf temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing or the overall shucture is the respornsblity of the building designer. For general guidance regarding fabrication, quatty control storage. deivety, erection and bracing. consul! ANSI/MIT Quality Catena, D5B-89 and BCSI1 Bulldng Component 7777 Greenback Lane. 9rile 109 Safety INormalion available from Truss Plate Institute, 583 D'Ono hto Olive, Madison. WI 53719. Citrus Heights. CA 95610 • Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260361C 608209 JC6 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:47 2006 Page 1 6-0-0 10-0-0 11 -11 -11 6-0-0 4-0-0 1 -11 -11 4 1:T Scale = 1:33.5 3 6.00 12 ►� 1-4 2 N • q i C! ►1 2x4 = 5 6-0-0 11 -11 -11 6-0-0 5 -11 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 ' 1 "" 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -5 >597 180 TCDL 7.0 Rep Stress Incr YES WB. 0.00 HorZ(TL) -0.00 4 ria n/a BOLL 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 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) 1= 234/0 -5-8, 4 =69 /Mechanical, 5 =57 /Mechanical, 2= 305/0 -5 -8, 3= 197/0 -5 -8 Max Horz1= 272(load case 2) Max Uplift4=- 52(load case 2), 2=- 238(load case 2), 3=- 149(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= 242/66, 2 -3= 111/46, 3-4= -30/25 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 ��E) PR Op fs ��g 9 �� 157 PE 9 � Alibl DONG EXPIRATION DATE: 06 -30 -08 August 29,2006 r ► Ak WARNING • Verify design parameters and READ NOTES ON DEW AND INCLUDED MUTER RiiTE E CE PAGE M11•7473 BEFORE USE Designs void for use only with MTek connectors. Ills design is based only upon parameters shown, and Is for an individual building component. AppkcablBty of design paromenters and proper incorporation of component Is respen9blity of building designer not buss designer. Bracing shown M iTek I.s for lateral supped of individual web members only. or . Additional tempo bracing to insure sfabtfry during construction Is the responsibility of the erector. Additional permanent bracing of the overall shvcture is the responsibilty 01 Ilse building designer. For general guidance regarding fabrication. cruelty control storage, delvery, erection and bracing, consult ANSI/IPI1 Qualify Criteria, 056.89 and BCSII Butldng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 383 D'Ono hio Drive, Madison. 191 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603611 608209 JC6A ROOF TRUSS 1 1 Job Reference (optional) • BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:48 2006 Page 1 t 1-0-12 I 6-0-0 I 10-0-0 I 11 -11 -11 I 1 -0-12 4.11 -4 4-0-0 1 -11 -11 5 f I¢ Scale = 1:35.9 - 4 . • 6.00 12 1 0 DM at 2 7 in r■ If.21 at Ct 6 3x4 % 4x6 = 3.00 12 1 1-0-12 I 6-0-0 I 11 -11 -11 I 1-0-12 4-11 -4 5 -11 -11 LOADING(psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.07 7 >998 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.12 6-7 >583 180 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 6 n/a n/a BCLL 0. 0 Code IBC2003/TPI2002 (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= 211/0 -5 -8, 5 =67 /Mechanical, 6 =49 /Mechanical, 3= 417/0 -5 -8, 4= 119i0 -5-8 Max Horz1= 275(load case 2) Max Uplift5=- 50(load case 2), 3=- 314(load case 2), 4=- 91(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 259/0, 2 -3=- 242/107, 3-4 =- 84/12, 4 -5= -30/24 BOT CHORD 1- 7= 0/15, 6 -7 = -010 ' WEBS 2 -7 =0/62 • • 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 (flat roof snow); Exp B; Fully Exp. • 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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. C O PR 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. '� G( Lswj 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� <D a LOAD CASE(S) Standard CC 1" . 6 P E r ii .n / FO O NG "J . EXPIRATION DATE: 06 -30 -08 August 29,2006 • A WARNING} • Verify design parameters and READ NOTES ON !WS AND INCLUDED BRIER REFERENCE PAGE MD' 7473 BEFORE USE l Deitch old for use only with MTek connectors this design Is based only upon parameters shovm, and Is for an Individual building component. Appicabiity of design paramenters and proper Incorporation of component is responslbilfy of building designer - not truss designer. Bracing shown MiTek. Is for lateral support of kidividual web members only. Additional temporary baring to insure stability during construction Is the responsibility of the erector. Additional permanent bracing 01 the overall sbuclure is the responsiblly of trio buiklhg designer. For general guidance regarding fabrication. quoit' control storage. deivery, erection and bracing. consult ANSI/T•I1 Quality Criteria, DSB -89 and BCSIT Building Component • 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute. 583 D'Onoklo Drive, Madison, wl 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603612 608209 JC7 ROOF TRUSS 2 1 _ Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:49 2006 Page 1 6-0-0 I 10.0 -0 I 13 -11 -11 l 6-0-0 4-0-0 3 -11 -11 4 ;)�� Scale= 1:38.1 • 6.00 12 3 GT. yl 1-4 �� r 2 _ u5 O 1 2x4 = 5 6-0-0 l 13-11-11 6-0-0 7 -11 -11 LOADING ING (psf) 0 SPACING 2 -0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 1 "" 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -5 >597 180 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: 29 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. REACTIONS (lb/size) 1= 23410 -5.8, 4= 133 /Mechanical, 5 =57 /Mechanical, 2= 305/0 -5-8, 3= 261/0 -5-8 Max Horz1= 318(load case 2) Max Uplift4=- 100(load case 2), 2=- 240(load case 2), 3=- 197(load case 2) • FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 293/66, 2- 3=- 162/46, 3-4=-59/47 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) TOLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 � PR OFF �� \� 0GI N.,�9 u/0 / 15T— 9� , dik ill idi fol d . i FOONG .4.) EXPIRATION DATE: 06 -30 -08 August 29,2006 A ■ Ak WARNING- Verify design parameters and READ NOTES ON TIM AND INCLUDED MITER RLTERENCE PAGE 8fII -7473 BEFORE USE pep Design void for use only will, MTek connectors, tills design is based only upon paran101en shown. and is for an Individual building component. �HY� Applicability of design pommenfea and proper Incorporation of component is rasponabiliy of building designer- not truss designer. Brodng shown M iTek� Is lot lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of th0 erector. Additional permanent bracing of the overall shucture is the responsibily of he building designer. For general guidance regarding fabrication, quality control storage, defvery, erection and bracing. consul ANSI/TPil Quality Criteria, DS13-89 and BC$t1 Bulidng Component 7777 Greenback Lane. Spite 109 Safety Information available from Truss Plate Institute, 583 D'Onolido Drive, Madison, WI 53719. Citrus Heights. CA, 95610 • Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603613 608209 JC8 ROOF TRUSS 5 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:50 2006 Page 1 1 6-0-0 10-0-0 14 -0-0 1 15-0-0 1 6-0-0 4-0-0 4.0-0 1-0-0 1 �< Scale = 1:40.8 4 El 6.00 12 3 1-5 0:7—'4 • v o 2 r ' 3 2x4 = 6 8-- 6-0-0 LOADING (psf) SPACING 2 - - CSI DEFL in (leer) 1 /deft IJd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) .0.00 1 "" 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -6 >597 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.01 5 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 31 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. 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 =234/0 -5-8, 5 =37 /Mechanical, 6=57/Mechanical, 2= 305/0 -5-8, 3= 25610 -5-8, 4 =165/0 -5-8 Max Horz1= 341(load case 2) Max Uplift5=- 28(load case 2), 2=- 240(load case 2), 3=- 194(load case 2), 4=- 125(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 319/66, 2- 3=- 188/46, 3-4=- 86/46,4 -5= -17/13 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 x ,09 PR Op G � E9 /029 15( 6PE A- � o RY25. '�� OONG J - EXPIRATION DATE:06 -30 -08 August 29,2006 • t A WARNING • Verify design parameters and READ NOTES ON 7708 AND INCLUDED BDTEIC REFERENCE PAGE IiII-7473 BEFORE USE Deign veld for use only with MTek connectors. ibis design Is based only upon parameters shows), and is for an Individual building component. Appficabllty of design paramenfers and properincorporafion of component Is responsibility ■ Y responsibility 01 building aodgner- not tru designer. Bracing shown I r 8 iTe k 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 the overall structure is the resparsibllty of the building designer. For general guidance regaNitg Pe.e..o .e...a....- fabrication, ovally control storage, detvery, erection and bracing. consult ANSI/MIT Quality Ciboria. DSB-89 and BCSII Building Component 7777 Greenback Lane. Site 109 Safety Information °valiant° from Truss Plate Institute, 583 D'Onoeio Drive. Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R226036141 608209 JC9 ROOF TRUSS 1 1 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:50 2006 Page 1 -1-0-0 1 -11 -11 3 2 -0-0 1 -0.0 1 -11 -11 iiri Scale = 1:8.4 6.00112 , 0 1-3 rd 2 d • d / 0 r li a 1 a ' 3.00 I 12 ,.MA I 3x4 1 -11 -11 2 11 1 -11 -11 0-0.5 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 2 "" 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.02 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 =43 /Mechanical, 2= 166/0 -5-8, 4 =19 /Mechanical . Max Horz2= 72(load case 2) . Max Uplift3=- 37(load case 2), 2=- 75(load case 2) Max Grav3= 43(load case 1), 2= 184(load case 3), 4 =19(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3 = -40/16 BOT CHORD 2 -4=-4/4 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 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) 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. o P ROF 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` �,� Fs g NGIN Si LOAD CASE(S) Standard ,(?\ 2 9 � i 15 (PE f . • V 11 _ ili ,, GONG EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ ■ A WARNEY° • PeriftJ design parameters and READ NOTES ON THIS AND INCLUDED ALTER REFERENCE PAGE MII7473 BE!'ORE USE Deagn said for use only with MTok connectors. Tits design Is based only upon parameters shown. and Is lor hdiduar building component. Bill Appicabltty of design paramontors and properincorporolon of component is responibilly of building designer- not truss designer. Bracing shown MiTek' Is for lateral support of individual web sromhOrs only. Additional temporary bracing to issues stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding fabrication, quaity control storage, deivery, erection and bracing, consult AN3I/TPI1 Quollly Criteria, DSB-B9 and BCSI7 Bulldog Component 7777 Greenback Lane. Suite 109 Safely Irdormalon available from Truss Pate Institute, 583 D'Onotrio Drive, Madison. •4 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty - Ply 608209 - -BMC Const• -Oak Street Townhomes R22603615 608209 JC9A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:51 2006 Page 1 1 -11 -11 2 2 S • • 1 -11 -11 r � '' Scale = 1:8.4 6.00 12 � - 0 d ° ,..:•,......:•::::::::::::. 3 ld . /'M 3.001T1 M • I 3x4 1 -11 -11 2-0-0 1 -11 -11 0-45 Plate Offsets (X,Y): [1:0 -1- 15,0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) 0.00 1 "" 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase . 1.15 BC 0.02 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 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 -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= 80/0 -5-8, 2 =61 /Mechanical, 3=19 /Mechanical . Max Harz l= 52(load case 2) Max Uplift1=- 12(load case 2), 2=- 52(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -33/25 BOT CHORD 1- 3 =-4/4 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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. ` �, � 09 PR Of fs, LOAD CASE(S) Standard �ir N�) F 9 X0 9 15 •6PE f Illiq L VP' OR FOONG � EXPIRATION DATE: 06 -30 -08 August 29,2006 A p ti alli WARNING • verify design parameter. and READ NOTES ON 77US AND INCLUDED NITER REFERENCE PAGE 8117-7473 BEFORE USE. - �p Design old for use only vdlh Welt connectors. Si rn s design Is based only upon paraelea shown. and is for an Indlvtdual building component. i /�� Applicability of design paiamentors and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek Is for lateral support of hrtividual web members only. Additional tomporary bating to insure slabluty during constriction Is the responsibility of the erector. Additional permanent bracing of the overall structure is Ifte responsibllty of Ore building designer. For general guidance regarding .crrr.a.rr.new..- lubrication, quoity control storage, delvery, erection and bracing, consult ANSI/P11 Quality Criteria, D911•9 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safoty Information available from Truss Plato Institute, 683 D'Onolrio Drive, Madison Y4 53719. Citrus Heights. CA, 95610 . . Job Truss Truss Type 'Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R2260361 608209 JE1 ROOF TRUSS 2 1 Job Reference (optional) -• BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:52 2006 Page 1 I 1 -11 -11 I 60-0 I 1 -11 -11 4 • 3 Scale= 1:10.1 6 2 • 4 1 N !d Ste - 5 4 d *166— ria 4x8 6 3.00 12 3x4 = 2x4 = I 1 -11 -11 I 2-9-12 4 -5-12 I 6-0-0 I 1 -11 -11 0 -10-1 1-8-0 1- Plate Offsets (X,Y): (6:0- 2- 0,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.22 Vert(TL) -0.05 5-6 >999 180 TCDL 0.0 Rep Stress Incr YES VVB 0.00 Horz(TL) 0.00 4 rt/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 16 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) 1= 135/0 -5-8, 3= 100/Mechanical, 4 =78 /Mechanical Max Horz1= 47(Ioad case 2) Max Uplift1=- 1(load case 2), 3=- 9(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 198/0, 2- 3 = -9/42 BOT CHORD 1- 6= 0/177, 5-6= 0/182, 2- 5=- 177/0, 4 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 �\�'�c :NG PN . 9 6>c) 2 °: 15 s6PE � r Atli • . . �`! 1 9 J ip E OONG s 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 1 a WARNING - Verify design parameters and READ NOTES ON TIIIS AND INCLUDED lIITER REFERENCE PACE 17II -7473 REZONE USE D DM esign valid for use only with Mlek connectors. This design Is based only upon par°melon shawl, and is for an Individual budding component. Applicability of design commenters and proper incorporation of components responsibily of building designer - not buss designer. Bracing shown M iTe k Is for lateral support 01 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 responsibily of One building designer. For general guidance regarding fabrication qualy conlroL storage, delvery, erection and bracing. consult ANSI/W191 Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lana. Site 109 Safely bdomnafon available from Truss Plate Institute. 583 D'Onoldo Drive, Madison W 53719. Otrus Heights. CA. 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603617 608209 JE10 ROOF TRUSS 1 1 • Job Reference (optional) BMC West -- Sherwood, Sherwood. Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:53 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 r it ' Scale = 1:13.0 qil • . i 6.00 1 3 n 9 Pr; 6 :5. 11'72 1 �/ gill 3.00 12 6x6 = I 354 1 -9-4 1 2 -0-0 I 3-11 -11 I 1 -9-4 0-2 -12 1 -11 -11 Plate Offsets (X,Y): [6:0- 2- 8,0 -2-4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (leer) I/defl 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 0.02 Vert(TL) -0.00 2 >999 180 . TCDL 7.0 Rep Stress !nor YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 11 lb 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 purtins. 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) 4 =55 /Mechanical, 2= 143/0 -5-8, 6= 156 /Mechanical Max Horz2= 117(load case 2) Max Uplift4 =- 43(load case 2), 2=- 33(load case 2), 6=- 100(load case 2) Max Grav4=55(load case 1), 2= 188(load case 3), 6=156(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3=- 102/43, 3-4= -34/19 BOT CHORD 2- 6 =- 18/18, 5 -6=0/0 WEBS 3-6 =- 135/115 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 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. �.��, ss 6) Refer to girder(s) for truss to truss connections. • Ql �9 PROF F 7) Refer to girder(s) for truss to truss connections. ('j] / 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 t�. t. E � bearing surface. 9 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. • 15r - 6PE f LOAD CASE(S) Standard ∎ - , 0;..1` I r RY 2 S �F OONG � - • ( EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ ■ A WARNING • Verify design parameters and READ NOTES ON TRW AND INCLUDED SUTER REFERENCE PAGE MD•7473 BEFORE USE Design void for use only wtlh IshTek connectors. This design Is based only upon Ixsrem:den shown, and Is for an Individual building component. Mil Apphcabl0ty of design parome tens and properincorporolon of component is responslbllty of building designer- not huss designer. Bracing shown M iTek Is for lateral support of individual web members only. Additional temporary baccmg to insure stabliy during constnic don Is the responsibility of the erector. Additional permanent bracing of he overall structure Is the responslblly of Cie building designer. For general guidance regarding .o.avrvs...• fabrication, qualty control storage, delvery, erection and bracing. consult ANSI/TPl1 Quality Criteria, DSB49 and BCSI1 Baildng Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. lM 33719. Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603618 608209 JE10A ROOF TRUSS 1 1 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:54 2006 Page 1 1 2-0-0 I 3-11-11 I 2-0-0 1 -11 -11 3 . f . Scale = 1:110 1 �(II 6.00 12 2 1- ut we 1 i�. :: . (d ,/ 5 4 =, 3.00 FIT 6x6 I 3x4: 1 -9-4 1 2 -" I 1 -9.4 0-2 -12 Plate Offsets (X,Y): [5:Edge,0.2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 1 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.02 Vert (TL) -0.00 1 >999 180 • • D BCDL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 3 n/a n/a . BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 9 lb 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 6 -0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/se) 1= 50/0 -5-8, 3 =51 /Mechanical, 5= 185 /Mechanical Max Horz 1= 97(load case 2) Max Uplift3=-39(load case 2), 5=- 124(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 115/59, 2- 3= -35/17 BOT CHORD 1-5=-22/21, 4 -5=0/0 WEBS 2 -5 =- 165/140 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . 4) A plate rating reduction of 20% has been applied for the green lumber members. • 5) Refer to girder(s) for truss to truss connections. • 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. 5 �(s,E GIN rS j 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � �N 0, kt LOAD CASE(S) Standard • CC 15 / j; . 9 PE � r a • - := ca. SONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 I , A WARNING • Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE MU-7473 BE PORE USE Nil Design valid for use Only with Mlek Connectors. Ills design Is based only upon parameter shown, and is for an hdivrcluol building component. Applicability of design paramentors and propertncorporofion of component Is rosponsibily of building designer not truss designer. Brodng shown MI Te k ' Is tor lateral support of individual web members only. Additional temporary decal° to Insure stability during construction Is the responsibility of the • erector. Additional permanent bracing of the overall structure is the resporssibily of the building designer. For general guidance regarding fabrication. cruelty control storage. delvery, erection and bracing. consul ANSVIPII Quality Criteria, DSB-89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available tom Truss Plate Institute, 583 D'Onotrto Drive, Madison. W153719. Citrus Heights. CA, 95610 • Job Truss I Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R2260361 608209 JE2 IROOFTRUSS 2 1 Job Reference (optional) BMC West -- Sherwood. Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:55 2006 Page 1 I 2 -9-12 I 3 -11 -11 I 6-0-0 I 2 -9-12 1 -1 -15 3 ' 2-0-5 �L i Scale = 1:13.0 6.00 FIT • 1 2 OINK _ 1d 1 4q aigaiiii— 111111W." 5 4 d, 1 d „ 4x8 ,/ 3.00 12 6 3x4 = I 4 = 2 -9-12 I 3 -11 -11 I 5-9-12 P-°-9 2-9-12 1 -1 -15 1 -10-1 0-2-4 Plate Offsets (X,Y): f6:0- 2- 0,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Rates Increase 1.15 TC 0.10 Vert(LL) 0.01 2 -5 >999 240 MT20 220/195 (Roof Snow= -25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 2 -5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a rile 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 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. REACTIONS (lb/size) 1= 225/0 -5 -8, 3 =77 /Mechanical, 4= 135 /Mechanical - Max Horz 1= 93(load case 2) Max Uplift1=- 13(load case 2), 3=- 54(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 365/0, 2 -3= -34/28 BOT CHORD 1-6 =- 30/302, 5- 6=- 311314, 2 -5=- 302/30, 4 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 \ F,D PR OF ESS 4 4 "9 �NC�IN 9 / 15 PE f 111...11fAlk , ..,.....,7 4...,-. ortgi-TiA () ONG ''t - EXPIRATION DATE:06 - 30 - 08 August 29,2006 a • AL WARNING • Verify design parameters and READ NOTES ON THIS AND VCLUDED MITER RETFltFNCE PAGE M17-7473 R6 ORE USE. EU Design void for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Appicabitty of design pancmenters and proper incorporation of component is responsibility of building designer- not truss designer. Bmdng shown M iTek' 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 the overall structure is the responsibliy of he building designer. For general guidance regarding •e.ee ,o .rn.ovr; fabrication. auoity control storage. deivery, erection and bracing, consult ANSI/TPII Quality Criteria, D5B-89 and BCSII Bulldng Component 7777 Greenback Lena. Suite 109 • Safety Information available from Truss Plate Institute, 383 D'Onohfo Drive, Madison. WI 33719. Citrus Heights, CA, 95610 Job Truss Truss Type OW Ply 608209 - -BMC Const - -Oak Street Townhomes 608209 JE3 ROOF TRUSS 2 1 R226036217� Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:15:56 2006 Page 1 2 - 5 6143 2 -9-12 3-1 -15 3 r , Scale = 1:18.9 6.00 FE 13 2 � � .. lid_ n 54 d • • 4x8 =, 6 3x4 = 3.00 12 6-0-0 3x4 = 2-9-12 5-9-12 5.11 -i11 2-9-12 3-0-0 0-1-15 0-0-5 Plate Offsets (X,Y): (6:0- 2- 0,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 250 Plates Increase 1.15 TC 0.25 Vert(LL) 0.02 2 -5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.21 . Vert(TL) -0.04 2 -5 >999 180 BCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 rl/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 23 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. REACTIONS (lb /size) 1= 275/D -5-8, 3= 120 /Mechanical, 4= 170/Mechanical Max Horz1= 136(load case 2) Max Upliftl=- 24(load case 2), 3=- 89(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 517/40, 2 -3= -74/41 BOT CHORD 1-6 =- 133/444, 5 -6 =- 135/457, 2 -5=- 444/133, 4 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 �� p,FD P ROFe„ tin <0 .NGI 6 % o c c 116P E �r • S ..■ 4" 10 1141 1 41114 SONG • • LEXPI RATION DATE: 06 -30 -08 August 29,2006 agi l / WARNING - Verify design parameters and READ MOTES ON TICS AND INCLUDED MITER RE PAGE MD -7473 BEFORE USE Design valid for use only with MTok connectors. This design Is based only upon parameters shown. and is for an hdivldual building component. • Applicability of design paromontors and proper incorporation of component Is rosponriblity of building designer • not truss designer. Bradng shown ■ Is for Moroi supped of individual web members ony. Additional lomporary toachg to insure stabilty dur ng constilrction Is the responsibility of Me i Te elector. Additional permanent bracing of the overall structure is the responsibily of the building designer. For general guidance regarding fabrication. ovally control storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB mid BCSI1 Buttdng Component 7777 Greenback Lane, Site 109 Safety Information avallabie from Truss Plate Institute, 583 D'Onohno Drive, Madison, y4 53719. Citrus Heights. CA 95610 Job Truss Truss Type City Ply 608209 - -BMC Const -Oak Street Townhomes R22603621 608209 JE4 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:56 2006 Page 1 I 2-9-12 I 4-5-0 I 6-0-0 I- 7 -11 -11 I 2-9-12 1 -7 -4 1 -7-0 1 -11 -11 3 1 A Scale = 1:23.7 6.001 .00 12 1 -3 . dr • 2 1 6 4 Id • A 6 4x8 3x4 = 3x4 = 3.00 12 I 2 -9-12 I 4-5-0 I 6-0-0 I 7 -11 -11 I 2-9-12 1-7-4 1 -7-0 1 - - Rate Offsets (X,Y): (6:0.2- 0,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) l/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) 0.04 2 -5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.63 . Vert(LL) -0.11 2 -5 >625 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matra) Weight: 25 lb - BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9-4 -12 oc bracing. REACTIONS (lb /size) 1= 324/0 -5-8, 3= 184/Mechanical, 4= 170 /Mechanical Max Horz1= 182(load case 2) Max Uplift1=- 27(Ioad case 2), 3=- 137(load case 2), 4=- 28(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 892/245, 2 -3 =- 123/62 BOT CHORD 1 -6 =- 420/874, 5-6 =- 415/868, 2 -5=- 874/420, 4 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 0E6-, cD ,c., � u,0 9 /p2 - 7 • cc 1" %6PE r li�,, A 41.1111R / epONG - . EXPIRATION DATE: 06 -30 -08 . August 29,2006 I _ n A WARNING • Verify design parameters and READ NOTES ON ram AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. • Design void for use only with NMTek connectors. This design Is based only upon parameters shown. and is for an Individual bun ding component. Applicability of design poromenters and proper incorporafion of component is rosponsibilly of building designer - not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary bracing to insure statdsty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibilty of ttse building designer. For general guidance regrading Hares ro .c..aa..- fabrication, quails/control storage, delvery. erection and bracing. consua ANSI/TPI1 Qualify Criteria, DSB.89 and BCSII Butldng Component 7777 Greenback lane. Suite 109 Safety Information avollabb from Truss Pkrte Institute, 583 D'Onohio Drive, Madison. lM 53719. Ckrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603622 608209 JE5 ROOF TRUSS 2 1 Job Reference (optional) • BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:57 2006 Page 1 i . 6-0-0 l 9 -11 -11 6-0-0 3-11-11 3 ' j,ia Scale= 1:28.2 6.00 12 2 1.3 0 Mil 1 n 0 :4 4 2x4 = 1 6-0-0 I 9-11-11 6.0.0 3 - 11 LOADING (psf) SPACING 2 - CSI DEFL in (lac) 1 /deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 1 •••• 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -4 >615 180 TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TP12002 ' ' (Matrix) Weight: 23 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 purlirts. 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= 234/0 -5.8, 3= 133/Mechanical, 4 =57 /Mechanical, 2= 310/0 -5-8 Max Horz1= 227(load case 2) Max Uplift3=- 100(load case 2), 2=- 241(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 190/66, 2- 3= -59/47 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 ��?E PROFen zt 15 PE 9 r . 41■(.2/ 1P *--' -. Ai ) F OONG EXPIRATION DATE: 06 -30 -08 • August 29,2006 A WARNING • Verify design parameters and READ NOTES ON 771I6 AND INCLUDED ADDER REFERENCE PAGE Md -7473 BEFORE USE. D Billi esign void for use only with MTak connectors. This design Is based ony upon paramelon shown. and Is for an hidividual building component. Apptcabltty of design commenters and proper tncorpora6on of component Is rasponslbilty of building designer - not truss designer. Bracing shown MiTek. is for lateral support of individual web members only. Additional temporary baong to assure stablify during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is lIsa resporsslbil ly of he building designer. For general guidance regardssg •ee , a ,,,,,- fabrication. cruelty control storage, dervery, erection and bracing, Consul ANSI/TPII Qualify Criteria, DSa-139 and BCSII Butldng Component 7777 Greenback Lane. Suite 109 Safely information available from Truss Plate Institute, 593 D'Onohio Drive, Madison WI 33719. Citrus Heights. CA, 95610 • Job Truss Truss Type - Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603623 608209 JE6 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:58 2006 Page 1 I 6-0-0 I 10-6-0 11 -11 -11 I 6-0-0 4-0-0 1 -11 -11 4 Ii,� le Scale = 1.33.5 d 3 • 6.00 'I 2 1011 i ►� 1 d, 2 vs u i ►t 1 r7 e r• d... 2x4 = . 5 I 6-0-0 I 11 -11 -11 I 6-0-0 5-11-11 LOADING (pst) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 1 ***' 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -5 >597 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a rda 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 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G SOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • REACTIONS (lb/size) 1= 234/0.5 -8, 4 =69 /Mechanical, 5= 57/Mechanical, 2= 30510 -5 -8, 3= 197/0 -5 -8 Max Horz1= 272(Ioad case 2) Max Uplift4=- 52(load case 2), 2=- 238(load case 2), 3=- 149(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 242/66, 2- 3=- 111/46, 3-4= -30/25 BOT CHORD 1 -5 =010 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 �E PR f ,c.) ��31N &9u6)0, "1" 15 APE III F■411P , Nil ii ip - rt.: , • i 9E DONG N° EXPIRATION DATE: 06 -30 -08 August 29,2006 i • WARNING • Verify design parameters and READ NOTES ON TICS AND INCLUDED BYTES RPWERENCE PAGE MD.7473 BEFORE USE. KW Design veld for use only with MTok connectors. This design Is based only upon parameters show», and is for an Individual building component. Apptcabtfity of design commenters and proper Incorporafion of component Is responslbilly of building designer- not buss designer. Brcrdng shown MiTek Is for lateral supped of individual web members only. Addiional temporary baahg to inure slablriry during construction Is the respaviblily of the erector. Additional permanent bracing of the overall structure Is the responsibilly of the building designer. For general guidance regadi g •tree .e.evroe..; fabrication. quulty control storage. delvery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pinto Institute, 583 D'Ono hie Drive. Madison. WI 53719. . Citrus Heights, CA, 95610 . . Job Truss Truss Type Qty Ply 608209 - -BMC Cons[ —Oak Street Townhomes R22603624 608209 JE7 ROOF TRUSS 2 1 Job Reference (optional) • BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:15:59 2006 Page 1 6.0.0 I 10-0-0 I 13-11-11 l • 6-0-0 4-40 3-11 -11 4 if - � o Scale = 1:38.1 d rigog . 0.000000..0 001 01.1.11.11°. 6.00 FY 3 1-4 CR 2 R 1 2x4 = 5 6-0-0 I 13-11 -11 I 6-0-0 7 -11 -11 LOADING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 1 "" 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -5 >597 180 BCLL 0.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.00 4 Na Na • BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 29 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. • REACTIONS (lb/size) 1= 234/0 -5 -8, 4= 133 /Mechanical, 5 =57 /Mechanical, 2=305/0-5-8, 3= 261/0 -5-8 Max Horz 1= 318(load case 2) Max Uplift4=- 100(load case 2), 2=- 240(load case 2), 3=- 197(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 293/66, 2- 3=- 162/46, 3 -4= -59/47 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 PN o 9 0/0 4 4 157r 9 r AIL WIrtr 7 • DONG' EXPIRATION DATE: 06 -30 -03 August 29,2006 A • Ai WARNING • Verify/ design param.tere and READ NOTES ON THIS AND INCLUDED MITER REVERENCE PAGE Mir -7473 WORE USE • D MN esign valid for use only with MiTek connectors This design Is based only upon porormten shown. and Is for an Individual bullchng component. Apptcablity of design parameNOn and proper( ncorporafion of component B responsibility of building 4loslgner- not truss designer. Bracing shown MiTek. Is for lateral support of individual web members only. Additional temporary tracing to insum stabtity during construction Is the responsibllty of the erector, Additional permanent bracing of the overall structure is the responsfbllty 01 he building designer. For general guklance regarding fabrication. quality contruL storage, delivery, erection and bracing, curtsy!! ANSI/MI Qumty Criteria, DIB-B9 and BCSII Butldng Component 7777 Greenback Lane. Suite 109 Safety Intorrrralon available from Truss Plate Institute, 383 O'Onohio Drive, Madison. W 53719. Citrus Heights. CA 95610 Job Truss Truss Type City Ply 608209 - -BMC Const - -Oak Street Townhomes R22603625 608209 JE8 ROOF TRUSS 5 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:00 2006 Page 1 I 6-0-0 I 10-0-0 I 14-0-0 1 15-0-0 I 6-0-0 4-0-0 4 -0-0 1 -0- r la ti� la Scale = 1:40 8 4 • 6.00 1 3 1-5 F pi. 2 1 - lima aire 2x4 = 6 I 6-0-0 I 6-0-0 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udefl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 1 "" 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.11 1 -6 >597 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 5 rile rt/a . BCLL 0.0 Code IBC2003/FP12002 (Matrix) Weight: 31 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 purlirie. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. V • REACTIONS (lb/size) 1= 234/0 -5 -8, 5 =37 /Mechanical, 6= 57/Mechanical, 2= 305/0 -5 -8, 3= 256/0 -5-8, 4= 165/0 -5-8 Max Horz1= 341(load case 2) Max UpIift5=- 28(Ioad case 2), 2=- 240(load case 2), 3=-194(load case 2), 4=- 125(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 319/66, 2- 3=- 188/46, 3-4 =- 86/46, 4 -5= -17/13 BOT CHORD 1 -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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. • 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 PR opp ,c,o � NG� tc9 10 - 1 7 66PE A NO iii 4kih i .-dA 1 • ►e DON G EXPIRATION DATE: 06 -30 -08 August 29,2006 A ■ WARNDA7 • Verify design parameters and READ NOTES ON LIDS AND DICLUDED DETER REVERENCE PAGE M11.7473 BEFORE USE Design valid for use only wtlh rv STok ton ne[ tors. This design Is based only upon paramoten shovel. and is for an individual building component. • Appicablity of design paromentors and proper incorporafon of component Is responsibllty of building designer not truss designer. Barctng shown MiTek . is for lateral support of ndMdual web members only. Additional temporary bracing to unsure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibiity of Cse building designer. For general guidance regarding .�w.re.e .err.r,.w..• lubrication, malty conlrel storage. deivery, erection and bracing, consul ANSI/rPll nudity Criteria, D3-89 and BCSI1 Bulking Component 7777 Greenback Lane. Suite 109 Safety tnformafon available from Truss Plate Institute, 583 D'Onohio Drive, Madison, W 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R22603626 608209 JE9 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries. Inc. Tue Aug 2912:16:01 2006 Page 1 -1-0-0 1 -11 -11 3 2 1-0-0 1 -11 -11 r sE.y Scale = 1:8.4 • 6.00 FIT 2 Erg 2 I 4 ►t 2,4 — 1 - 11 - 11 2 1 -11 -11 0-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 ' TC 0.15 Vert(LL) 0.00 2 ""' 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.02 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 n/a BCDL 10.0 Code IBC2003/fP12002 (Matrix) Weight: 7 lb 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 =43 /Mechanical, 2= 166/0 -5-8, 4 =19 /Mechanical . Max Horz2= 72(load case 2) Max Uplift3=- 33(load case 2), 2=- 78(load case 2) Max Grav3= 43(load case 1), 2= 184(Ioad case 3), 4 19(Ioad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= 0/48, 2 -3= -37/14 BOT CHORD 2-4 =010 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 (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 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) 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. LOAD CASE(S) Standard • C�\�,`(`"N� P en 157:r% PE 9 < • • 11 Or F OONG EXPIRATION DATE: 06 -30 -08 August 29,2006 A, WARNING • Verditr design parameters and READ NOTES ON TICS AND INCLUDED MITER REPZWJCE PAGE ifII•7473 BEFORE USE - Doslgn void for use only with M1Tok connoc tors. This design Is based only upon pararnelen show'. and Is for an Individual building component. Applicability of design paromenfors and proper incorporoton of component is responslblily of building designer - not truss designer. Brndng shown MiTek. is for lateral support of individual won members only. Additional temporary bracing to Insure stability during corlstnsc bon Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilly of the building designer. For general guidance regarding fabrication, quaify comm. storage, defvery, erection and bracing, consult ANSI /T I1 Quality Criteria, DSB-89 and BCSII Bullring Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Ono trio Drive, Madison WI 33719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603627 608209 JE9A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:16:02 2006 Page 1 1 -11 -11 2 2 -5 r 1 -11 -11 s li Scale = 1. ..1 6.00 12 1 Mil .. :: .....:::::::::.! d 7 3 taiM I 2,,4 — 1 -11 -11 211-0 1 -11 -11 40-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 _ TC 0.06 Vert(LL) 0.00 1 '"e' 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.02 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 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 -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. i REACTIONS (lb/size) 1= 80/0 -5-8, 2= 61/Mechanical, 3=19 /Mechanical Max Horz1= 47(load case 2) Max Upliftl=- 14(load case 2), 2=- 49(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2= -30/23 • BOT CHORD 1 -3 =010 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 ��Ep PR • mac ��CsIN. 9 / 157�'•PE � r 4 topk.' 1r �- c RY 2b, 1` FDONG EXPIRATION DATE: 06 -30 -08 August 29,2006 y _ ■ . a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE M17-7473 BEFORE USE E Design void for use only vtlh MTek connectors. This design Is based only upon parameters shovel, and is for an Individual butding component. Apptcabltty of design commenters and properincorporcrton of component Is rosponsiblity of building designer - not truss designer. Brodng shown MiTek Is for lateral support of cicllvldual web members only. Additional temporary bracing to Insure stability auitng construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the respansiblity of awe building designer. For general guidance regarding labrlcatian, quaity control storage, deivery, erection and bracing, consul ANSI/T1 Qualify Criteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 383 TIOnohio Drive, Madison. LM 53719. Citrus Heights. CA. 95610 • Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R2260362 608209 JF1 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:16:03 2006 Page 1 -1-0-0 1 -11 -11 1 6 1 1 - 11 - 11 4 - 0 - 5 Scale= 1:11.3 3 • 6.00 FT 4 1-3 2 2-4 15, 4 2x4 = 1 -11 -11 I 6 - 0 - 0 1 -11 -11 4 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) 0.00 2 "" 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.13 2 -4 >559 180 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: 13 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 =43 /Mechanical, 2=205/0-5-8, 4 =59 /Mechanical Max Horz2=72(load case 2) Max Uplift3=- 33(load case 2), 2=- 59(load case 2) Max Grav3=43(load case 1), 2= 224(load case 3), 4=59(load case 1) 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 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 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) 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. LOAD CASE(S) Standard '\t�,. \� fi� 2 157e6PE of mix r / AIRY 25 R F OONG 4J EXPIRATION DATE: 06 - 30 - 08 August 29,2006 r n A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REPEREYCE PAGE BTD• 7473 BFJ'ORS USE Des*, void lot use only with Wok connectors Mb design Is [lased only upon lerannelan shovel, and Is for an Individual building component. Apprucablity of design paromenters and proper incorpornion of component Is responsibllty of building designer - not truss designer. Bracing shown MiTek is for labial supped of Individual web members only. Additional temporary tearing to enure slablhty eluting construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsbily of the building designer. For general guidance regarding lubrication quality control. storage, delvery. erection and bracing consul! ANSI/fell Quality Crferia. DSB•89 and BCSI1 Bullring Component 7777 Greenback Lane. Suite 109 Safety Information avallabb from Truss Piste Institute. 583 D'Onohio Drive, Madison. 1M 53719. Gtrus Heights. CA, 95610 • • Job Truss Truss Type Qty Ply 608209--BMC Const —Oak Street Townhomes 608209 JF1A ROOF TRUSS 1 1 R22603621 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:03 2006 Page 1 -1 -0-0 1 -11 -11 6-0-0 1-0-0 1 -11 -t1 4-0-5 Scale = 1:11.5 3 6.00 12 $, 1 -3 2 2 Id 2 c = 4 1 -11 -11 I 2 -5-8 I 6-0-0 .1 -11 -11 0-5-13 3-6-8 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.06 4-5 >743 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.92 Vert(TL) 0.07 4-5 >609 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.22 3 Na Na BCLL 0.0 Code IBC2003/1 . (Matrix) Weight: 13 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. REACTIONS (lb/size) 3 =46 /Mechanical, 4=- 62/Mechanical, 5= 324/0-5-8 Max Horz5= 72(load case 2) Max Uplift3=- 35(load case 2), 4=- 71(load case 3), 5=- 211(load case 2) Max Grav3= 46(load case 1), 4= 91(load case 2), 5= 346(load case 3) 'FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/48, 2 -3= -36/16 BOT CHORD 2- 5 = -0/72, 4 -5 =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 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) 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. LOAD CASE(S) Standard � � , G PR I Ls � � o 2 cc • 157 ,.PE 9r F OONG �J r EXPIRATION DATE: 06 -30 -08 August 29,2006 • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RETERENCE PAGE MD•7473 8FJ'ORE USE Design void for use only with Mink connectors. This design Is based only upon parameters shows. and Is for an trldividuat buikling component. Applicability of design paramenters and properincorporalon of component is responsiblly of building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary pacing to Insure stability during construct ion Is the responsibility of the erector. Additional pennonent bracing of Ore overall structure is the sesponslbllty of he building designer. For general guidance reg®d'ng fabrication, quality controL storage. delvery, erection and braces- consult ANSI/TPI1 Quality Cdtoria, DSB-139 and BCSI1 Building Component Information available from Truss Plate ins titute, 583 D'Onotrto Drive, Madison. W 53719. Citrus Heights, CA, Lane. 1 0lte 109 Safety Citrus HeiOMS. CA, 55610 • • • . Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260363 608209 JF2 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:05 2006 Page 1 I -1-0-0 1 -9-4 I 3-11-11 I I • 1-0-0 1-9-4 2 -2 -7 4 1 2-0-5 . 1 Scale = 1:13.0 �I 6.00 12 3 /, kw 2 .■ 1 6 5 Ib 6x6 = 3.00 fir 3x4 % 1 I 3 -11 -11 I 6-0-0 I 1 -9-4 2 -2 -7 2-0-5 Plate Offsets (X,Y): (6:0- 2 -8,0 -2 -0) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.02 6 >999 240_ MT20 197/144 (Roof Snow 25.0) . Lumber Increase 1.15 BC. 0.10 Vert(TL) -0.06 5-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 5 n/a Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 16 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 10 -0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb /size) 4= 129 /Mechanical, 2= 258/0 -5 -8, 5= 42/Mechanical Max Horz2=117(load case 2) Max Uplift4=- 74(load case 2), 2=- 86(load case 2) • FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3= -96/0, 3- 4= -40/52 BOT CHORD 2 -6 =0/13, 5 -6= -0/0 WEBS 3 -6 =0/60 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 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 Op 7) Refer to girder(s) for truss to truss connections. FL 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 CD- NG)N s 0 / bearing surface. �\ tG , • 2 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 4 y 157 6' ' E f - LOAD CASE(S) Standard • 111_,.... oir . oM id ,.. ,....glev. .. Al L A misr FpO i EXPIRATION DATE: 06 -30 -08 August 29,2006 A ■ Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED !DYER REFERENCE PAGE M71-7473 BEFORE USE NE Design void for use only with M rn Tek connectors. This design Is based only upon paraeten shown, and is for on Indvktuol building component. iii7� Apptcabitty of design paramenlers and proper lncorporofon of component is rosponslbllty of building designer- not truss designer. Bmdng shown MiTek' Is for lateral support of individual web members only- Adcllhonal temporary bracing to Insure stability during construction Is the rosponsibllity of the erector. Additional penrrarlenl bracing of the overall structure is the resporrslbily of hie building designer. For general guidance regarding .e.cn.a.e..ao...- fabrication, quoity control storage, deivery, erection and bracing, consul! ANSI/rP11 Quality Criteria, DSB -89 and BCSII Bulldng Component 7777 Greenback Lena. Sslte 109 Safety Worma9on available+ from Truss Plate Institute, 383 O'Onolno Drive, Madison, WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const -Oak Street Townhomes R22603631 608209 JF2A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 1216:05 2006 Page 1 1 -1-0-0 I 2-5-8 3-11 -11 I 6-0-0 I 1 -0-0 2-5-8 1 -6-3 4 2 -0-5 �,1 I Scale = 1:13.0 6.00 1 ioioiiio 3 2 �►� . 1 J I 1 10101111111111. 5 la 1 - 6 3x4 = 7 3x4 = 3.00 I 12 1 0-4-8 i 4cR - 2-5-8 I 3-9-4 3 -15 6-0-0 I 0-4-8 2 -1-0 1-3-12 0-2-7 2-0-5 Plate Offsets (X,Y): (2:0.5- 6,0 -1-81 (6:0- 2 -0,0 -0-2), (7:0- 2 -0,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 . Vert(LL) 0.02 7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.20 Vert(TL) - 0.11 6-7 >633 180 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: 16 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. - WEBS 2 X 3 SPF Stud REACTIONS (lb/ size) 4=123 /Mechanical, 2= 253/0 -9-4, 5 =58 /Mechanical Max Horz2= 118(load case 2) Max Uplift4=- 78(load case 2), 2=- 77(load case 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/48, 2 -3= -59/0, 3- 4 = -45/47 BOT CHORD 2- 7 =0/0, 6- 7 = -4/3, 5 -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 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) Refer to girder(s) for truss to truss connections. PR 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,`c,� Of e,„ LOAD CASE(S) Standard ,c`� <LNG/ E9 /Di 15 66PE r �� ► A FOONG �J . EXPIRATION DATE: 06 -30 -08 August 29,2006 a WARNING. Verify design parameter& and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MG 7473 BEFORE USE D MI esign void for use only will, Wok connectors the design Is based only upon parameters show!. and Is for an Individual building component. Applicability of design poramentors and proper incorporation of component Is respondbliy of building designer - not truss designer. Bracing shown M iTek Is for lateral support of individual web members only. Additional tompoialy tracing to insure stability during conutruchon Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the respontibilty of hie buikrctg designer. For general guidance regard'ng lubrication, qualty contoL storage. delvery, erection and bracing, coruuil ANSI/TPI1 siudlty Criteria, DSB -89 and BCSII Bulidng Component 7777 Greenback Lane, Sulle 109 Safety Information available horn Truss Plato Institute, 583 D•Onohio Drive, Madison, 1M 53719. Citrus Heights. CA. 95610 • • • Job Truss Truss Type • Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603632 608209 JF3 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:06 2006 Page 1 -1-0.0 3-5-8 5-11-11 61.0 1 -0-0 3-5-8 2-6-3 40- • Scale= 1:18.9 6.00 12 1 -4 3 =_ la ' 6 6 4x8 1 0/ 3.00 12 3x4 I 3-5-8 5-11 -11 3-5-8 2-6-3 0-03 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) 0.05 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.15 6 >446 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 5 rile rile . BCLL • 0.0 Code IBC2003/TPI2002 (Matrix) • Weight: 22 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 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 4= 139/Mechanical, 2= 350/0 -5-8, 5= 107/Mechanical Max Horz2= 161(load case 2) Max Uplift4=- 94(load case 2), 2=- 91(load case 2), 5=- 5(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 550/222, 3-4= -59/50 BOT CHORD 2 -6 =- 325/449, 3- 6= -430/312, 5 -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 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) 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. �� PR OF6-„ LOAD CASE(S) Standard G ' c 157:r. PE 9 f . ,44.4.0hee AIL I • 'EOONG �J • EXPIRATION DATE:06 -30 -08 J August 29,2006 •, Y WARNING • Yards/ design parameters and READ NOTES ON THIS AND INCLUDED MITRE RFJ'ER VCE PAGE MII -7473 RFS'ORE USE. Design void for use only with MTek connectors. 11Vs design Is based only upon parameters shovel, and is for an hdivtctual building component. Appticabthy of design paramenters and proper Incorporation 01 component Is responsibility of building designer not truss designer. Bracing shown M iTe k• Is for lateral support 01 individual wob members only. Additional temporary es acing to Insure stability during construction Is the re sponslbtlity 01111 erector. Additional permanent bracing of the overall structure is the resporntlbirty or nre bulking designer. For general guidance regarding �K..a.a..n....- fabrication, quail) control storage, desvery. erection and bracing, consult ANSVTPI1 Qudly Cdtoria, DSB-89 and BCSI1 Building Component 7777 Greenback Lene. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603633 608209 JF3A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:16:07 2006 Page 1 I -1-0-0 I 2 -5.8 I 5-11 -11 6-?-0 1-0-0 2 -5-8 3&3 4 r 1 ' ; . , Scale rr 1:19.0 • 6.00 12 � 1-4 3 oloodil 2 6 5 a r �11 4.8 ; 1 ►/ 7 ►� 3x4 = 3.00 12 I 3x4 = 2 -5-8 I 5-5-8 I 5-11 -11 2-5-8 3-0-0 0-6-3 0-0-5 Plate Offsets (X,Y): (7:0- 2- 0,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) 0.02 3-6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) - 0.05 3-6 >999 180 L 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) 0.00 5 n/a rda BOL 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. REACTIONS (lb/size) 4= 120 /Mechanical, 2= 361/0 -5.8, 5= 155/Mechanical Max Horz2= 161(load case 2) Max Uplift4= -88(load case 2), 2=- 87(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 499/21, 3-4= -74/41 BOT CHORD 2-7=-110/416, 6- 7=- 112/427, 3-6=- 416/110, 5 -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 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) 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. � ��9 PR OF e„ LOAD CASE(S) Standard • �� GI F9 is% 15('•6PE f ,, I J RY2 ' DONG s - EXPIRATION DATE: 06 -30 -08 . August 29,2006 r n Ak WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RhTERENCE PAGE MI17473 BEFORE USE. Bill Design void for use only with Mink connectors. Otis design Is rased only upon tararnelea shown. and Is for an Individual bottling component. Applicability of design paresmnntors and proper incorporafion of component is respornslblity of building designer - not truss designer. Bracing shown R A is for lateral support of individual web members only. Additional temporary tracing to insure stability Minna construction Is the responsibility o1 the , erector. Additional permanent Wachs, of the overall structure is the responsbilfy of he building designer. For general guidance regarding eevroe...- tabricafion. amity control, storage. deivery. erection and bracing. consult ANSI/TPl1 Quality Criteria, 0)8.89 raid BCSII Bulldog Component 7777 Greenback Lane. Suite 109 Safety lntormcdion avollablo from Truss Plate Institute, 383 D'Onohio Drive, Madison W 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 608209 --BMC Const -Oak Street Townhomes R22603634 608209 JF4 ROOF TRUSS 1 1 Job Reference (optional) - BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:08 2008 Page 1 1 -1-0-0 1 3-5-8 { 60-0 I 7 -11 -11 I 1-0-0 3-5-8 2-6-8 1 -11 -11 4 ' — Scale= 1:23.6 6.00 1 12 9 1 - 4 3 IJ Milli . 2 g 6 5 d 4x8 / , , 1 3x4 % 3.00 1 I 3-5-8 I 6-0-0 I 7 -11 -11 I 3-5-8 2-6-8 1 -11 -11 LOADING(psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/def Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57. Vert(LL) 0.09 6 >740 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.73 Vert(LL) -0.22 6 >314 180 TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) 0.06 5 Na Na BCLL . 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 25 lb • - BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8 -0-12 oc bracing. REACTIONS (lb/size) 4= 182/Mechanical, 2= 392/0 -5 -8, 5= 150 /Mechanical Max Horz2=206(load case 2) Max Uplift4=- 132(load case 2), 2=- 96(load case 2), 5=- 36(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 954/460, 3-4=- 104/63 BOT CHORD 2- 6=- 615/858, 3- 6=- 826/593, 5 -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 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) 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. ,`�(1.E9 PR OFee, LOAD CASE(S) Standard c C D 0 4G F / 2 CC 15 •6PE 9 < i III -• X* ,• gRY 2 5 ' ' DONG ' EXPIRATION DATE: 06 -30 -08 August 29,2006 1 a AI WARNING • Ver t & design parameters and READ NOTES ON TAPS AND INCLUDED MITER REFERENCE PAGE Mil-7973 BEFORE USE. I Design void for use only with MTek connec tors. This design Is based only upon paramolen shown. and is for an Individual building component. Appiicabliy of design commenters and proper Incorporation of component Is rasponabiiy of buildng designer - not Truss designer. Bracing shown MiTek• is for lateral support of individual web members only. Additional temporary bocalg to insure stability during construc lion Is the responsibility of the erector. Additional permanent bracing of If se overall structure is the respondbilty of 11w bufklrig designer. For general guktance regarding fabrication qualy controL storage, delvery, erection and bracing. consult ANSI/19I1 Qualify Criteria, 05649 and BCSII Bulldng Component 7777 Greenback Lane. Suite 109 Safety Wormalon available from Truss Pinto Institute, 583 D'Onofrio Drive, Madison IM 53719. Citrus Heights. CA 95610 Job Truss Truss Type City Ply 608209 - -BMC Const -Oak Street Townhomes R226036351 608209 JF4A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:16:09 2006 Page 1 I -1 -0-0 I 2-5-8 6-0.0 I 7 -11 -11 I 1-0-0 2 -5-8 36-8 1 -11 -11 4 ' �'II d Scale: 1/2' =1' 1 6.00 12 1-4 3 2 __ Iii 6 5 1, 4x8 O / 7 3x4 = 3x4 = 3.00 Fli I 2 -5-8 I 5-5-8 1 6-0-0 I 7 -11 -11 2 -5-8 3-0-0 0-6-8 1 -11 -11 Plate Offsets (X,Y): [7:0- 2- 0,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udeil Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.03 3-6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber.Increase 1.15 BC 0.38 Vert(TL) . -0.07 3-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (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. _ REACTIONS (lb/size) 4= 166 /Mechanical, 2= 397/D -5 -8, 5= 201/Mechanical Max Horz2= 207(load case 2) Max Uplift4=- 125(Ioad case 2), 2=- 90(load case 2), 5= 29(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3=- 682/114, 3- 4=- 111/56 BOT CHORD 2- 7=- 252/600, 6- 7=- 253/611, 3- 6= -600/252, 5 -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 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) 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. � ��D PR Ope LOAD CASE(S) Standard ��\c, �14G F u/ 1 r.6PE � r• ` • 4 , 'D RY 2ONG 'J . EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ l • Ak WARNING . Verify design parameters and READ NOTES ON 77IIS AND INCLUDED DTITER REFERENCE FACIE USE. E iID -7473 BEFORE US Design void for use only with M7ok connectors. This design Is based only upon fxsrarnalen shown. and is for an Individual twilling component. Applcabriy of design pammontors and proper incorporation of component Is responsiblly of building designer- not truss designer. Bmdng shown MiTek. Is for lateral support of Individual web rmmbers only. Additional temporary bracing to Insure stabiity during construcSon Is the responsibility of the erector. Additional permanent brodrg of the overall structure Is the responsiblly of me building designer. For general guidance regarding fabrication, qualty conlrot storage, delvery, erectors and bracing, consult ANSI/MIT Quality Criteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, 4N 53719. Citrus Heights. CA 95610 • e Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603636 608209 JF5 ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:10 2006 Page 1 I -1-0-0 I 3-5-8 I 6-0-0 , 9 -11 -11 I 1-0.0 3-5-8 2118 3-11-11 5 r-i Scale = 1:285 • 6.00 riT 4 1 -5 OM ICI a • a ' 3 J " 2 ' df 7 6 r _ 4x8 % 3x4 3.00 12 I 3-5-8 I 6-0-0 I 9 - 11 - 11 3-5-8 2 -6-8 3-11 -11 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.38 Vert(LL) 0.04 7 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.14 7 >498 180 BCLL 0. 0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 6 n/a Na BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 28 lb ' 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. REACTIONS (lb/size) 5 =73 /Mechanical, 2= 331/0 -5-8, 6= 96/Mechanical, 4= 352/0 -5-8 Max Horz2= 252(Ioad case 2) Max Uplift5=- 61(load case 2), 2=- 31(load case 2), 6=- 1(load case 2), 4=- 245(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 447177, 3- 4=- 169/85, 4 -5 =7322 BOT CHORD 2- 7=- 287/351, 3-7=-335/276, 6 -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 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with 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) 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) 4. PR 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .`t..1 -. PROF,. LOAD CASE(S) Standard �� NG� E9 /�2 cc 151.6PE � f RY 2 ' &. GONG .4J 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 ■ A WARNING • Verify design parameter and READ NOTES ON Tins AND INCLUDED erring REFERENCE PAGE MII 7473 BEFORE USE Design void for use only =411 Mrok connectors. Ills design Is based only upon 17aranlalon shown, and is for an Individual building component. Appicabfify of design mom: enters and properincorporoion of component is rospondbliy of building designer - not truss designer. !booing shown MiTek. Is for lateral support of individual web mombms only. Additional tomtwrary batting to Insure Mollify during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is Itis responsibllty of the building designer. For general guidance regarding lubrication. ovally conirot storage. deivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Bulldng Component 7777 Greenback Lane, Suite 109 Safety Informafion available from Truss Plate Institute, 583 D'Ono trio Drivo, Madison. y4 53719. Citrus Heights. CA. 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes R226036371 608209 JF5A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:11 2006 Page 1 1 - 1�0 1 2 -5.8 ( 8-0 I 9 -11 -11 1-0-0 2-5-8 3-58 3-11-11 ;l' I d Scale = 1:29.5 6.00 12 4 b 3 3-6 I �-: 2 ®r . 3 itiivl 7 6 li 1�t 4x8 CM 8 . 3x4 = 3x4 = 3.00 Fli 1 2 -5.8 1 5-5-8 1 6-0-0 1 9 -11 -11 1 2-5-8 3-0-0 0-6-8 3 -11 -11 Plate Offsets (X,Y): (8:0- 2- 0,Edge] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) 0.01 3-7 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.21 Vert(TL) -0.04 3-7 >999.. 180 • TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.01 6 rt/a rile BCLL 0.0 Code IBC2003/fP12002 (Matrix) Weight: 30 ID . 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 purlirls. 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 =81 /Mechanical, 2=346/0-5-8, 6= 144/Mechanical, 4= 320/0 -5-8 Max Horz5= 252(load case 2) Max Uplift2=- 162(load case 2), 4=- 236(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 450/149, 3-4=-63/134, 4- 5 = -69252 BOT CHORD 2- 8=- 58/371, 7-8 =- 60/382, 3-7 =- 371/58, 6 -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 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with 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) 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) 4. PR 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `�, � 0 Of e LOAD CASE(S) Standard ,_CD �C N � '(N -r /O I' 15 APE r Ali iii sk . . 0 1 i r 1 i ..• i 1 i • . illp '4FDONG -4‘) EXPIRATION DATE: 06 -30 -08 August 29,2006 1 _ -0 1 AI WARNING • Verify design paramedera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design veld for use only with Wok connectors. Ills design Is basest only upon parameters shown, and is for an Individual bulkling component. Appraab@ty of design paromenfers 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 tracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the owed! structure is the responabily o l Me building designer. For general guidance regarding • fabrication, cruelty control storage, delvery, erection and bracing. census ANSI/feli Quality Criteria DSB-89 and BCS11 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onohio Drive, Madison WI 53719. Gtrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const- -Oak Street Townhomes 1 608209 JF6 ROOF TRUSS 1 1 R2260363 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:16:12 2006 Page 1 -1 -0-0 I 3-0-0 I 6.40 11 -11 -11 1 1-0-0 3-0-0 3-0-0 5 -11 -11 5 ' ;)} 1;7 g Scaler. 1:35.7 6.00 FIF 1-5 4 T .t 7s 3 IiiiMMIIIREIRMIRIMIffit 2 �� =ter• o '�� 6 - lid �� 5x12 = 3x4 4x4 3.00 I 12 3-0-0 I 6-0-0 I 11 -11 -11 3-0-0 3-0.0 5-11-11 Plate Offsets (X,Y): [3:1-1-7,0-3-4], [3:0-5-10,0-3-13] LOADING (psi) SPACING 2 - CSI DEFL in (liar) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) 0.06 3 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.13 Vert(TL) -0.10 3-6 >678 180 TCDL 7.0 Rep Stress Incr YES VVB 0.00 Horz(TL) 0.06 6 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 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. 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= 134/Mechanical, 2= 273/0 -5-8, 6 =47 /Mechanical, 4= 467/0 -5-8 Max Horz2=297(load case 2) Max Uplift5=- 101(load case 2), 2=- 12(load case 2), 4=-352(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 249/0, 3-4=- 241/106, 4 -5 =- 103/44 BOT CHORD 3 -6 =010 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 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIFTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ��O) PR OFF 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. '. S 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ‘-J �G�A( C9 ' , . L CASE(S) Standard 4C 1766PE 9 A -Iqp . ♦- ,%L e ' wev' . - DONG EXPIRATION DATE: 06 -30 -08 August 29,2006 • Al WARNING • Verify design parameters and READ NOTES ON 7786 AND INCLUDED MITER REFERENCE PAGE KD-7473 BEFORE USE pd(, Design valid for use only with MTek connectors. This design Is based only upon paramslea shows, and Is loran individual building component. YYY�Y�YYYY Applicability of design paramentors and properincorporcUon of component b sosponslblly of building designer - not Buss designer. Brtrdng shown MiTek for fatoral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent bracing of he overall structure Is the responslbliyol the building designer. For general guidance regarding . fabrication, cruelty control storage, deivesy, erection and bracing, consult ANSt/TPI1 Quality CrIteda, 058 -89 and BCSI1 Bulldng Component 7777 Greenback Lane. Site 109 Safely Information avaliahb from Truss Plate Institute, 583 D'Onol so Drive, Madison. y4 33719. Carus Heights. CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const —Oak Street Townhomes R22603639 608209 JF6A ROOF TRUSS 1 1 Job Reference (optional) BMC West--Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:13 2006 Page 1 I -1-0-0 I 2-5-8 I 6-0-0 I 11 -11 -11 I 1-0-0 2 -5-8 3-6-8 5-11 -11 5 - t Scale =1:35.0 ), IQ 0 6.00 14 4 3 I � o 2 — 6 Id j, �ii llllliilBBB� o . 7 3x10 = 4x8 = • 8 3x4 = 3.00 1 I 1-6-0 1 2 -5.8 I 5-0-0 1 6-0-0 ( 11 -11 -11 1-6-0 0-11-8 2-6-8 1-0-0 5 -11 -11 Plate Offsets (X,Y): [2:0.10 -0,0 - 0-10], (8:0.2- 0,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in Mc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.05 3 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.55 . Vert(TL) , -0.09 3 >514 180 • TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 5 n/a n/a • BCLL 0.0 Code IBC2003/TPI2002 (Matri() Weight: 33 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 6 -0-0 oc bracing, Except: 10 -0-0 oc bracing: 6-7. • REACTIONS (lb/size) 5= 140 /Mechanical, 6 = -19 /Mechanical, 9= 474/0 -9 -4, 4=425/0 -5-8 Max Horz9= 298(load case 2) . Max Uplift5=- 108(load case 2), 6=- 24(load case 3), 9=- 80(load case 2), 4=- 311(load case 2) Max Grav5= 140(Ioad case 1), 6= 30(load case 2), 9= 474(load case 1), 4 =425(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3=- 236/309, 3-4=- 228/90, 4- 5=- 100/46 BOT CHORD 2-9=-357/277, 8 -9 =- 357/0, 7 -8=- 388/0, 3 -7= 0/357, 6 -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 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with 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) Refer to girder(s) for truss to truss connections. PR 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. • C`�.0 OFFS 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � \c OGIN , 9 w LOAD CASE(S) Standard 44 9 15 "PE r D ONG -.(\) EXPIRATION DATE: 06 -30 -08 August 29,2006 r _ t a WARNING • Verify design parameters and READ NOTES ON IRIS U • IS AND DVCUJDED TER REFERENCE PAGE MD -7473 BEFORE USE. Design void for use only with Wok connectors. flits design Is based only upon Daramolen shown. and is for an Individual building component. Apphcablhy of design parcrmonters and proper Incorporation of component is responsiblity of building dosignor- not truss designer. Bracing shown MiTek Is for 1010,0l support of kidlvidual web members only. Additional temporary bracing to insure stablly during con rstnrc flan Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibily of One bulkleig designer. For general guidance regarding fabrication, quoly control storage. delvery, erection and bracing consult ANSI/TPII Qualify Criteria. DSB-89 and BC3I1 Building Component 7777 Greenback Lane. Stile 109 Safely Information avalable horn Truss Plate Institute, 583 D'Onolne Drive, Madison. W1 53719. Citrus Heights, CA, 95610 a • Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes 608209 JF7 ROOF TRUSS 1 1 R22603641 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:14 2006 Page 1 I -1-0-0 I 1-0-0 I 6-0-0 I 13 -11 -11 I 1-0-0 1-0-0 5-0-0 7 -11 -11 5 1 1 0 la Scale= 1:42.3 I./ 6.00 Fir 1 -5 4 N rb ICA faMli 3 2 o di It d 7 6 3x4 4x6 = 3.00 1 I 1-0-0 I 6-0-0 I 13 -11 -11 I 1-0-0 5-0-0 7 -11 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCIl 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) 0.03 7 >999 240 MT20 197/144 . (Roof Snow 25.0) Lumber Increase 1.15 BC 0.14 Vert TCDL 7.0 Vert(TL) -0.08 6-7 >807 180 BCLL 0.0 Rep Stress !nor YES . WB 0.04 Horz(TL) -0.01 5 Na Na BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 31 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 10-0.0 oc bracing. • WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 5= 195 /Mechanical, 2= 271/0 -5 -8, 6= 49/Mechanical, 4=553/0-5-8 Max Horz2= 343(load case 2) Max Uplift5=- 147(load case 2), 4=-420(load case 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1 -2 =0/44, 2 -3 =- 317/0, 3-4=- 300/115, 4 -5 =- 133/65 BOT CHORD 2 -7= 0/16, 6 -7 = -0/0 WEBS 3 -7 =0/62 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; P1 =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 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) 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 1 3 PR OF- bearing surface. (0 s Gj ) 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. �NGI N /ma • u/ \ 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 2 , 1576. - E � � • LOAD CASE(S) Standard 1 F DONG' 4 EXPIRATION DATE: 06 -30 -08 • August 29,2006 I , A WARNING • Verify deeign parameter* and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE III Design void for use only v.4th MTek connectors. This design Is basest only upon parameters shown, and Is for an trtdivictual building component. Applicability of design parme raters and proper lncorporaIon of component Is responsibilty of building designer- not truss designer. Bmdng shown MiTe k' Is lot k lcval support of Individual web members only. Additional temporary dating to inure stability during construction Is tine responsibility of the erector- Additional permanent bracing of the overall structure is Die resporsibilty of Be building designer. For general guidance regarding fabrication. qualty control storage, delvery, erection and bracing. consult ANSI/TPII Qualify Criteria, DSB-89 and BC311 Building Component 7777 Greenbadc Lane. Suite 109 Safety Information available from Truss Plate Institute, 583 D'Orsohio Drive, Madison. W1 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Const - -Oak Street Townhomes R22603641 608209 JF7A ROOF TRUSS 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:15 2006 Page 1 1 - - 1-6-0 1 2- 5- 8?-0.0 6-0-0 I 10-0-0 ( 13-11 -11 1-0-0 1 -6-0 0-11-8 3-0-0 4-0-0 3-11-11 7 0-6-8 d 1 Ii Scale = 1:43.0 6.00 Fir 6 RN PMI 1 -7 5 _ v5 1.5x4 II m■ 3x4 al 4 3 krs fi dill 1 2 :irL11W I ° =� d 2x4 = �� 10 9 8 5x I 2-0-0 -511 12 6-0.0 1311 -11 I 2-0-0 0-5-8 3-0-0 7 -11 -11 0 LOADING (psf) SPACING 2 - CSI DEFL in (hoc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) 0.03 9 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.09 Vert(LL) 0.04 9 >944 180 TCDL 7.0 Rep Stress Incr YES WB 0.40 Horz(TL) -0.11 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 ' (Matrix) Wei ght:34lb ' 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) 7= 102/Mechanical, 10= 552/0 -5-8, 8=29 /Mechanical, 5=69/0-5-8, 6= 321/0 -5 -8 Max Horz 10= 343(load case 2) Max Uplift7=- 82(load case 2), 10=- 137(load case 2), 5=- 192(load case 2), 6=- 208(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2- 3=- 287/399, 3-4 =- 241/251, 4-5=- 255/0, 5-6=-158/70, 6- 7= -73/34 . BOT CHORD 2 -10=- 360/304, 9 -10 =- 397/0, 8 -9= -0/0 WEBS 3- 10= -433/109, 4- 9=- 628/0, 3 -9 =0/659 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 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) 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) 5, 6. '<(' 0:0 PR OFE 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , s CO NG I N .. � / LOAD CASE(S) Standard ma c \ *' 9 r.. E 1 1 7 571. PE f -�p / .L'�f'� FOONG - EXPIRATION DATE: 06 -30 -08 August 29,2006 i a WARNING • Verify design parameters and READ NOTES ON TBIS AND INCLUDED A17TER REFERENCE PAGE MD -7473 WORE USE. Design valid for use only with M7ek connec tors. This design Is based only upon pararrsoters shown, and Is for an Individual burbling component. NI ADpucablily of design par a mentors and properincorporolion of component is responiblly of building designer - not truss designer. Bradng shown MiTek. Is for lateral support of Individual web rromtxsrs only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure h the responsiblly of the building designer. For general guidance regarding fabrication. wally control storage, deivety, erection and bracing, consult ANSI/TPII Quality Criteria, 058.89 and BCSI1 Bulling Component 7777 Greenback Lane. Suite 109 Safety Irdorrna8on avallabta from Truss Plate Institute, 583 D'Onotno Drive, Madison WI 33719. Citrus Heights. CA 95610 A 4 • Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22603642 608209 JF8 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:16:16 2006 Page 1 1 -11 -11 2 2 -s 0 1 -11 -11 0- Scale = 1:8.4 6.00 FIT . /it -2 d - 3 I ow _ 1 -11 -11 2-pr0 1 -11 -11 0-0-5 LOADING ING (psf) 5.0 SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.06 Vert(LL) 0.00 1 •"' 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(LL) -0.00 1 -3 >999 180 BOLL. 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a ri/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 6 lb 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= 80/0 -5-8, 2= 61/Mechanical, 3=19 /Mechanical Max Horz1= 47(load case 2) Max Uplift1=- 14(load case 2), 2=- 49(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -30/23 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 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 tO �� G IIN PROF( 9 S. �, 2 cc 1ST—PE � r d g Aviii ii : . ; j FOONG • I EXPIRATION DATE: 06 -30 -08 August 29,2006 1 ■ a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER RElERENCE PAGE Md -7473 BEFORE USE Design void for use only with rvLTok connoc tors. This design Is based only upon Parameters shown, and is for an Individual building component. Applcablrty of design pamme lers and properincorporrton of component is responslblly of building designer- not huts designer. Bracing shown MiTek Is for totem! support o1 individual web members only. Additional temporary acing to insure stabity responsibility during constructor) is the respbility of the erector. Additional permanent tracing of the overall structure is the responsitstity of tine bulkfng designer. For general guidance regarding fabrication, cruelty conlroL storage, deivery, erection and bracing, consult ANSI/TPIt Qualify Cdserta, DS13-B9 and BCSII Bulldng Component 7777 Greenback Lane. Lute 109 Safely Information available from Truss Plato Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply 608209 - -BMC Coast —Oak Street Townhomes R22603641 608209 JF9 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:17 2006 Page 1 I 2-0-0 I 3-11 -11 I 2-0-0 1 -11 -11 2 11. Scale = 1:13.0 6.00 12 1- u? t • 5 M ..„:;:i . 3 1 7r4 = 2 I 3-11 -11 I 2-0-0 1 -11 -11 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) 0.00 1 "`• 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(LL) -0.00 1 -3 >999 180 TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.00 2 n/a nla 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 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) 1= 143/0 -5 -8, 2= 124/Mechanical, 3 =19 /Mechanical Max Horz1= 93(load case 2) Max Upliftl=- 40(load case 2), 2=- 97(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -58/45 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. . 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 '‘ Y' c) PR OFen tin �� \"3 t. ,- NE • X 0, ' 157:. E f A 11 . iiii " r R F O ONG �J 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 A i A, WARNING. • Verify design parameter and READ NOTES ON TNIS AND D9CLUDED AMER REFERENCE PAGE MS -7473 BEFORE USE 1111 Design said for use only with Wok connec tors This design is based only upon rxsrameters shown, and Is for an Individual bolding component. ApplCabiby ar of design pomenlers and propertrrcorporation 01 component is responsibility of building designer- not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Addlhorral temporary tracing to insure stability during construe Hon Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibiry of the buikiatg designer. For general guidance regarding lubrication. coolly gaol ly control storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, 053.89 and BCSII Bulldog Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 383 D'Onotrio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 A. Job Truss Truss Type Qty Ply 608209 - -BMC Const- -Oak Street Townhomes R22603644 608209 JG1 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 2912:16:18 2006 Page 1 I -1 -0-0 I 1 -11 -11 I 6-0-0 I 1 -0-0 1 -11 -11 4-0-5 3x6 II Scale= 1:11.7 4 3 7� • 6.00 12 ll li } Iii 1-4 2 ' 6 5 Ici 1�/ 7 3x4= 3.00 12 3x4 = I 1 -5-8 I 1 -11 -11 . 6-0-0 1 - 5 - 8 0 4 Plate Offsets (X,Y): [6:0- 2 -0,0 -0 -2) TCLL LOADING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 7 >999 240 MT20 197/14.4 • TCDL ' 7.0 Lumber Increase 1.15 . BC 0.08 Vert(TL) -0.02 5 -6 >999 180 . BCLL D.0 Rep Stress 'nor YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 13 lb 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. WEBS 2 X 3 SPF Stud REACTIONS (lb /size) 4= 116 /Mechanical, 5=38 /Mechanical, 2= 156/0 -5-8 Max Horz2= 72(load case 2) Max Uplift4=- 5(load case 2), 2=- 74(load case 2) Max Grav4= 116(Ioad case 1), 5= 38(load case 1), 2= 162(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/48, 2- 3=- 39/8, 3-4= -3/51 BOT CHORD 5- 6 =0/0, 2- 7 = -1/5, 6-7= -11/0 WEBS 3 -7 =0/73 • 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 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. `(BRED R`-4.S' 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. i 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 \ fGNG( F /O bearing surface. C. ,t;;, 9 2 9 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15r. 6PE f . LOAD CASE(S) Standard . A. � ' RY2�g v DONG 1 EXPIRATION DATE: 06 -30 -08 August 29,2006 6 1 A WARNING • Verify design parameters and READ NOTES ON rms AND INCLUDED MITER REFERENCE PAGE lrII-7073 BEFORE USE 0, Design void for use only with MTek connectors. Ills design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and properincorporolon of component Is responsibility of building designer- not truss designer. Bmcing shown MiTek, Is for toto,al support of kidividuat web members only. Additional temporary bating to inure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall shuclure is the responslblly of hie buiking designer. For general guidance regarding _ lubrication, quolty control storage, delvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 008.89 and BCSI1 Bulldog Component 7777 Greenback Lane. Sstte 109 Safely INormation available from Truss Plate Institute. 583 D'Onohio Drive. Madison. VA 53719. Citrus Helpnts, CA 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R2260364 608209 JG2 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:19 2006 Page 1 -1-0-0 I 3 -11 -11 I 6-0-0 1 -0-0 3-11 -11 4 ' 2 -0-5 � I / Scale= 1:13.0 ■ 6.00 FIT 3 Mi Ida& .:i 1. r - 2 6 5 2 d 5 1 4x8 t 1 _ 3.00 12 WI 3x4 % 35.8 I 3-11 -11 I 6-0-0 3-5-8 0-6-3 2-0-5 LOADING (psf) SPACING 2 - CSI DEFL in (hoc) Vdefl Lid PLATES GRIP TCLL • 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.02 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.26 Vert(TL) -0.10 6 >706 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a rile BCLL 0. 0 Code IBC2003/TP12002 • (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 puffins. 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= 108/Mechanical, 2= 290/0 -5 -8, 5 =71 /Mechanical Max Horz2= 117(load case 2) Max Uplift4=- 53(load case 2), 2=- 82(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 200/76, 3 -4= -33/42 BOT CHORD 2-6 =- 138/114, 3-6 =- 105/131, 5 -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 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) 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. .<(, � . E PR Q / C Fs s LOAD CASE(S) Standard � ��03 �N ,Ew9 /o 15 PE • 4 Illivr" • .� €DONG s EXPIRATION DATE: 06 -30 -08 August 29,2006 c _ ■ A WARNING • Verify design paramee s and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design void for use only With MTok connectors Ills design is based only upon parameters shows, and Is for an Individual building component. Applcabrrity of design commenters and proper Incorporaton of component Is rosponslbllfy of building designer - not truss designer. Bracing shown MiTek Is for lateral support of Individual web members only. Additional fomtxaory bracing to flute slabltry during construction is the responsibility of the v� C erector. Additional permanent bracing of the overall structure is the respondbily of One building designer. For general guidance regarding fabrication. quoit' conlroL storage, delvery, erectors and bracing. consul: ANSI/rP11 Quality Criteria, 055.89 and BCSII Bulldng 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 608209 - -BMC Const - -Oak Street Townhomes R22603645 608209 JG3 ROOF TRUSS 2 1 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:20 2006 Page 1 l -1-0-0 ) 3-5-8 I 5-11-11 61-0 1-0-0 3-5-8 2 4 r S ,1 Scale = 1:18.9 : J 6.00 12 1-4 r 3 ' d 2 g 5 q rd d 4 4x8 % d r 0/ 3.00 FIT 3x4 I 3-5-8 5-11 -11 3-5-8 2-6-3 0-0-5 LOADING (psf) 5.0 2 SPACING 2 -0 -0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.33 Vert(LL) 0.05 6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.15 6 >446 180 BCLL 0.0 Rep Stress Incr YES WB . 0.00 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 • (Matrix) Weight: 22 lb' 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. REACTIONS (lb /size) 4= 139/Mechanical, 2=350/0 -5 -8, 5= 107/Mechanical • Max Horz2=161(Ioad case 2) Max Uplift4=-94(load case 2), 2=- 91(load case 2), 5=- 5(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2 =0/44, 2 -3=- 550222, 3-4= -59/50 BOT CHORD 2 -6=- 325/449, 3 -6=- 430/312, 5 -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 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) 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. � ��EQ PR Of LOAD CASE(S) Standard GIN / • � \ *N / F 0 15 •6PE 4Z' 9 r ill .40 L OR � 1s - FOONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 4 , a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. D KIII esign void for use only with Welk connoc tors. Us design Is based only upon pommeled show. and Is for an Individual buiphig component. ApptCabl5ty of design paramonters and properlrlcorporoton of component Is responsibllly 01 building designer- not truss designer. Bracing shown MiTek Is for Lateral support of Individual web niembcrs only. Additional tomporory bracing lo ctsura stability during Conseuc Is the responsibility of the erector. Additional permanent tracing of the overall structure is the responstbily or he buikli ng designer. For general guidance regard'( fabrication. qualy control storage, delvery, erection and bracing. consult ANSI/TPI1 Quatly Criteria, DSB-89 and BCSII Bullring Component 7777 Greenback Lane. Spite 109 Safety trdormrdion available from Truss Plate Institute, 583 O'Onohio Drive, Madison NA 53719. Citrus Heights. CA, 95610 ., Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260364 608209 JG4 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:21 2005 Page 1 -1-0-0 { 3-5-8 I 6-0-0 I 7-11-11 1 -0-0 3-5-8 2-6-8 1.11 -11 4 � I,I � Scale= 1:23.6 OM • 6.00 12 - 1-4 h A 3 el— , 2 �— g 5 4 4x8 % 6 d MI 3x4 % 3.00 I 12 3-5-8 I 6-0-0 I 7 -11 -11 i 3-5-8 2-6-8 1 -11 -11 LOADING (psf) SPACING 2 - CSI DEFL in (roc) 1/def Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.09 6 >740 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.22 6 >314 180 TCDL 7.0 Rep Stress !nor YES WB 0.00 Horz(TL) 0.06 5 n/a n/a • BCLL 0. 0 Code IBC2003/TPI2002 • (Matrix) Weight: 25 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8 -0-12 oc bracing. • REACTIONS (lb /size) 4= 182/Mechanical, 2=392/0-5-8, 5= 150/Mechanical Max Horz2= 206(load case 2) Max Uplift4=- 132(load case 2), 2=-96(load case 2), 5=- 36(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3=- 954/460, 3-4=- 104/63 BOT CHORD 2- 6=- 615/858, 3- 6=- 826/593, 5 -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 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) 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. � .�EO PR OF�s • LOAD CASES) Standard � � 14G E / 0, 15-•6PE r ii Llp-- AI OR A AlAtIONI& eDONG - EXPIRATION DATE: 06 -30 -08 August 29,2006 i l Ail WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE MII•7473 BEFORE USE. ®� Do6gn void for use only with MTek tonne( tors. This design Is based only upon ',ammeters shown. and Is for an individual building component. ■ ►W Applcabliy of design paromenters and proper Incorporaion of component Is responsibility of building designer- not truss designer. Brodng shown MiTek. Is for lateral support of individual wob members only. Additional temporary bating to ctsuro stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall shuclure is the responsiblly of the bulkling designer. For general guidance regarding •e�rw.o .cemnw• lubrication, gualy control storage. delvery, erection and bracing. consul ANSI/TPI1 Duality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safely Information avallahlo from Truss Plate Institute, 583 D'Onohio Drive, Madison. WI 53719. Citrus Heights. CA. 95610 ill, i, - Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R22633648 608209 JG5 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:22 2006 Page 1 F -1-0-0 1 2 -7 -12 6-0-0 I 9 -11-11 1-0-0 2 -7 -12 3 3 -11 -11 5 r.1 17 Scale = 1:30.1 rj 6.00 FF 4 4 3 2 '� 3 _'� [d 6 4x12 = -x4 3x4 3.00 12 1 2 I 6 I 9.11 - 11 2 -7 -12 3-4-4 3 Plate Offsets (X,Y): 13:0-11-6,0-2-41,13:0-3-5,0-3-51 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.49 Vert(LL) 0.05 3 >999 240 MT20 220/195 • TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.11 3 -6 >650 180 .. BCLL 0.0 Rep Stress !nor YES WB 0.00 Horz(TL) 0.06 6 r1/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 27 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. REACTIONS (lb/size) 5 =59 /Mechanical, 2= 285/0 -5-8, 6 =49 /Mechanical, 4=403/0-5-8 Max Horz2= 252(load case 2) Max Uplift5=- 45(load case 2), 2=- 42(load case 2), 4=- 303(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2 -3 =- 191/0, 3-4=- 187/101, 4 -5= -79/16 BOT CHORD 3 -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 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) 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. &RE PR OFR. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. is 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� < f 6-9 /C7 LOAD CASE(S) Standard 17 66PE 9 r Alli 11111 .mo w ' . . FOONG 'J EXPIRATION DATE: 06 -30 -08 August 29,2006 s ■ AI WARNDVG • Verify design parameters and READ NOTES ON THIS AND DIMMED 1 UTFlt REFERENCE PAGE MU-7473 BEFORE USE VW Datio1 vOld for use only vslh MTek connectors. flit design Is based only upon parameters shown. and Is for an Individual building compOnanl. Applicabltty of design pam po menters and proper Incorrcdon of component Is responsiblity of building designer - not buss designer. Bracing shown MiTek � Is for lateral supped 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 responsibllty of the building designer. For general guidance regarding fabrication, quality Control storage. deivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Butldng Component 7777 Greenback Lane. SAte 109 Safety 1Norm:don available from Truss Plate Institute, 383 D'Onohio Drive, Madison. W1 53719. Citrus Heights. CA, 95610 .• Job Truss Truss Type Oty Ply 608209 - -BMC Const —Oak Street Townhomes R2260364 608209 JG6 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 12:16:23 2008 Page 1 -1 -0-0 l 6-0-0 I 10-0-0 11.11 -11 I 1-0-0 6-0-0 4-0-0 1 -11 -11 6 A 1 I Scale= 1:33.4 6 5 • 6.00 FIT 16 o 1a4 61- all 3 2 7 2 '•% o d 1 �'�' - `d // 7 3 12 117 -12 6-0-0 I 0-7 -12 5-4-4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.03 3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.11 3-7 >636 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 ' (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) 6 =69 /Mechanical, 2=316/0-5-8, 7 =54 /Mechanical, 4= 300/0 -5-8, 5= 197/0 -5-8 Max Horz2=297(load case 2) Max Uplift6=-52(load case 2), 2=- 29(load case 2), 4=- 233(load case 2), 5=- 149(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/44, 2- 3=- 198/0, 3-4 =- 234/62, 4- 5=- 111/46, 5-6=-30/25 BOT CHORD 3-7=-2/2 NOTES • 1) Wtnd: 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 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) 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) 4, 5. X 00 PR Opt - 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .` S C O 14G LOAD CASE(S) Standard �s t.. / F 9 , O0 -I' 1766PE r .∎ l + i .� y FDONG 'J EXPI RATION DATE: 06 -30 -08 August 29,2006 s Ak WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED AUUTER REFERENCE PAGE M:11.7473 HF3'ORE USE Design void for use only with Mick connectors. This design Is based only upon parameters shown, and is for an Individual bulling component. NE Applcablity of design paramontors and proper Incorporafon of component Is rosponsidlty of building designer- not truss designer. Bracing shown Mire kN Is for lateral support of individual web members only. Additional temporary bracing to insure Modify during construction Is the responsibility of the erector- Additional permanent bracing of the overall seucture is the responslblltyoi the building designer. For general guidance regarding wr:.,csrs.ssrvsr.- tabrication. dually control storage. delvery, erection and bracing, consult ANSI/TPI1 Nudity Criteria, DSB-89 and BCStl Bullring Component 7777 Greenback Lane. Suite 109 Safety t ntormafwn available from Truss Plate Institute, 583 D'Onokio Drive, Madison, 1M 53719. Citrus Heights. CA 95610 4, Job Truss Truss Type Qty Ply 608209 - -BMC Const - -Oak Street Townhomes R 608209 JG7 ROOF TRUSS 2 1 Job Reference (optional) . BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 29 12:16:24 2006 Page 1 I -1 -0-0 I 6-0-0 l 10-0-0 l 13 -11 -11 1-0-0 6-0-0 4-0-0 3 -11 -11 5 ;� i g Scale = 1:38.4 4 6.00 12 .t 1 -5 '9 • 3 sb IC Ft 2 3 �A • IMI 2x4 = 6 6-0-0 I 13-11-11 6-0-0 7 -11 -11 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.00 2 "" 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.19 Vert(TL) -0.11 2 -6 >597 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Hotz(fL) -0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 31 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= 133 /Mechanical, 2= 32210 -5 -8, 6 =57 /Mechanical, 3= 297/0 -5-8, 4= 261/0 -5-8 Max Horz2= 343(load case 2) Max Uplift5=- 100(load case 2), 2=-5(load case 2), 3=- 232(load case 2), 4=- 197(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3=- 292/62, 3- 4=- 162/46, 4 -5= -59/47 . 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 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) 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. LOAD CASE(S) Standard � • PR QFF CC 17 66PE > r A AI • •• ,.. A I F DONG { EXPIRATION DATE: 06 -30 -08 August 29,2006 A 1 Al WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE MIT-7473 BEFORE USE f ' Design void for use only wills MRek conrroc tors TIPS design Is based only upon paranloton Mom, and Is for an Individual building Component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek Is for tatmal support of oldMdual web members only. Additional temporary bracing to insure stability dud ng consirvctlon Is the responsibility of the erector. Additional permanent bracing of the overa0 structure is the responsibllty ul the building desfgnor. For general guidance regarding fabrication, amity control storage. deivery, erection and bracing. consul ANSI/TPA Quality Criteria, D513-89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss PIa Ili Institute. 583 D'Ono trio Drive, Madison. W 33719. Cirrus Heights. CA 95610 Job Truss Truss Type Oty Ply 608209--BMC Const —Oak Street Townhomes R22603651 608209 JG8 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Aug 29 1216:25 2006 Page 1 i . . -1-0-0 '' 0 1 -11 -11 3 2 -ILO 1 -0-0 1 -11 -11 0-T Scale = 1:8.4 6.00 12 0 d 2 r Id rp -, 3.00 12 . 'MA l 3x4 1 -11 -11 - 2-B-0 1 -11 -11 0-0-5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 2 ""' 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 -4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (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 =43 /Mechanical, 2= 166/0 -5-8, 4 =19 /Mechanical Max Horz2= 72(load case 2) Max Uplifl3=- 37(Ioad case 2), 2=- 75(load case 2) Max Grav3=43(load case 1), 2=184(load case 3), 4= 19(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3 = -40/16 BOT CHORD 2- 4 =-4/4 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 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) 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 verity capacity of bearing surface. � „ E,fl PR Opet, 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 c\ LNG( F9 /O2 CC f'• 15 6PE � r . s � '' ��. N c; i RY2 r . -DONG 1 _ EXPIRATION DATE: 06 -30 -08 August 29,2006 • a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED BTTER REFERENCE PAGE 81I.7473 REFORE USE ' Design said for use only with MTek connectors. Ibis design is based only upon parameters shows. and is for an Individual bustling component.. Mg Applkabliy of design commenters and proper Incorporation of component is responstbitty of bulldog designer - not truss designer. Bracing shown M iTe k ' Is for lateral support of individual web members only. Additional temporary bracing to insure stability during conslrucllan Is the mspansibility of the erector. Additional permanent tracing at the overall structure Is Rte responsibly of the buiklrsg designer. For general guidance regarding .e.,re.a .en.ae...• fabrication. goaiy control storage, deivery, median and bracing. consul ANSI/TP11 Qudity Criteria, 051.89 and BCSI1 Bulldng Component 7777 Greenback Lane. Suite 109 Safety Inlormalon available from Truss Plate Institute, 583 D'Onotrio Drive, Madison 'Al 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 608209 - -BMC Const -Oak Street Townhomes R22603652 608209 JG9 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MTek Industries, Inc. Tue Aug 2912:16:26 2006 Page 1 l -1-0-0 2-0-0 3-11-11 • 1 -0-0 2-0-0 1 -11 -11 3 Scale = 1:13.0 I � I - • 6.00 12 2 0 3.061 12 3x4 2-0-0 3 -11 -11 2-0-0 1 -11 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 2 ""' 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.02 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 Na BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 11 lb 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) 3= 115 /Mechanical, 2= 219/0 -5-8, 4 =19 /Mechanical Max Horz2= 117(load case 2) Max Uplift3=- 92(load case 2), 2=- 93(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2 =0 /39, 2- 3 = -63/43 BOT CHORD 2-4= -4/4 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 psi (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psi on overhangs non - concurrent with 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) 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. n E) P ROp t . LOAD CASE(S) Standard � r1�� 6 < CC 9 • 1"/66PE • agikwr FOONG �J EXPIRATION DATE: 06 -30 -08 August 29,2006 • a WARNING • Ver - ijy design parameters and READ NOTES ON TFDS AND INCLUDED MITER REFERENCE PAGE MI.7473 i9E1'ORE USE !I, Design void for use only vdlh MTek connectors. This design Is based only upon paramolen shown. and Is for an individual building component. Applicability of design paramenters and proper Incorporafion of component Is nesponsiblity of building designer- not buss designer. Bracing shown M iTe k' Is for lateral supped of individual web members only. Additional tomtmrory booing to insure stability durhng construction Is the responsibility of the • erector. Additional permanent bucing'of the overall structure is Ilse responsibility of the building designer. For general guidance regarding lubrication, quality conirot storage, delvery, erection and bracing, consult ANSI/M11 QudIty Criteria, DSB -B9 and BCSI1 Bulking Component 7777 Greenback Lane. Sulte 109 Safely bdormalon available from Truss Plate Institute, 583 D'Onobro Drive, Madison 1M 53719. Citrus Heights, CP 95610 • • -- Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 4-134' Center plate on joint unless x, y Failure to Follow Could Cause Property MEM offsets are indicated. 6 -4 -8 dmensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft -in- sixteenths. I (Drawings not to scale) li \b‘ Apply ully plates embed to both teeth sides of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, Is always required. See BCSI1. 0 1/ �, 2. Truss bracing must be designed by an engineer. For - 16 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator _ bracing should be considered. 1 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. o 1L\11PdiMitil 4. Provide copies of this truss design To the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and nd plates 0 -'' from outside 0 all other Interested parties. edge of truss. . C7-8 rb7 csb O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face 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/7P11. connector plates. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED 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 x 4 N UMBERS /LETTERS. 10 Camber is a non - structural consideration and Is the width measure perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is 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, 9604B, 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 ft. spacing, BEARING or less, if no ceiling Is Installed, unless otherwise noted. I 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. p p *1=0 reaction section indicates joint IMMI number where bearings occur. 17. Install and load vertically unless indicated otherwise. ■ green 18. Use of or lumber may y pose unacceptable . m environmental, 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. and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. I Te k is not sufficient. BCSI1: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MI1.7473 • Bu -L )7 J '—� CITY OF T[CARD - SITE PLAN REVIEW • BUILDING PERMIT NO.://5r zoo6•ooloft - ' 2006-402// O (�^r 3�S t� y 6 PLANNING DIVISION: i►is i 0le api MS- - � 2 1r m Required Sulks �Not : AgRrov., u t rd , - O Si•t.'• 0 Sk.rntt'k." - i X U C i ❑ N 1 _ :v Cvt Approved • v.::, - '.i' ..ti'ile Provider '...�ii : El Yes No . k_ B%: •9 , t . i 3 (i ,J ■Cc ENG EERIN ' DEPARTMENT: Actual lope: °A) Approved ❑ Not Approved 10' -0' 105' -0' I2' -10' Site PI Approved 7] of proved t: A.:4 Date: D K mom 11100' - a�': • , ; ,. t E li i - - T r — + 1, . r. • E.t' I° . • _ E.l P i a-.— _ ..w.,......_...N • iriii. ,_...icei. ..... : ... ' Iir Tilrit rmao iniii 4= 01,- .•.•.....• ,s, :,..„ ,,_. ,.-- 4 ii.: ii: Illir :•••:••::::.:::••::::::.:...':.:•............ . . J. � _:, � ; ins. ins � \ N.11- 1--- „�., , 11\■■--4N.. vi.,„.,,,, „ — �\ �_ ; \ ; .,,, , � { ins . r LO, \;:'__ � Istal � � ,. • a ` ,\ . • r�y y • C.II w r \;ate \\ "� \ i ' �lt� I I �� I Rah loth � •�� i \ 1 IAN w∎ Oils! io N Z w a N 0 u- lima _ ii " i i ii I ICI' I�1 I�1 I�� I I • alli WM" t � A 1 0011.. I II � � ni_ Dui iii _ _ ��_ ' , • N Structural Calculations for: --' - Oak ;Str.. e - 8875:S ' �� S .. W; Oak treet 9, �"��3� r _ . _ 1= � -� � _ � . -, i - - Project No 10009.04:02.= Units 40.- 46':''` � p _ JUL r 2006 Issue Date: 06/28/06 :: ::+ �,C y , a 2 006 CITY Or T .RD -t Design Criterr2fCb, ' T , BUILDIN . Dl SION Roof Wood Shingles Wall Loa�� /4,0� - ::2.00 psf Exterior 1 ply A.S. felt :0:50. psf Siding 2,00 psf 2x framing & %" plywood sheathing i : 6.00 psf 1 ply A.S. Felt " 0:50 psf Misc.8Jor 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 %2" GWB . 2:00 psf Total Roof Loads 35.00 psf Miscellaneous - 015 psf Floor Loads Total Ext. Wall Loads 10.25 psf %2" underlayment • :. 1.50 psf 3 A" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf h" GWB :.2.00 psf Miscellaneous 5.50 psf 2x4 framing : •.1.00 psf Total Dead Loads 15.00 psf %2" GWB - 400 psf Total Live Loads 1 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: 80 Wind Exposure Factor: Site Elevation assumed: . - Ground Snow Load PSF: 30 � � Miscellaneous: Soil Bearing: 1500 psf assumed _ , 1 �I Add.Snow Ld.= ((Elev- 3808/212) +25) PSF 0 ■ • 1 _ , Concrete foundations: 3000 -psi mix • I I • 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 OF Q�VO Steel: Reinforcement bar - Grade 40 ►` Structural components - ASTM A36 Prepared by: ‚ N r arcMirecrurc /pl0nning in `y 9725 SW Beaverton Hd stlale Hwy Sulte 210E Beaverton, Oregon 97005 -3304 5036...7551 fat 553.064 7659 ream m„ Amer.., Inst0A6 Of AMMO= NGRB wr.Iturun�Rmm THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPAt Y NG STRUCTURAL DIAGRAMS. R 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 I.IPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EXECUTION, IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. .. 4 Footing Design ( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:30:31 AM Project: 10009.04.02 - Location: F -1 Summary: Footing Size: 2.75 FT x 2.75 FT x 10.00 IN - i Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 5549 LB Dead Load: PD= 3916 LB Total Load: PT= 9465 LB Ultimate Factored Load: Pu= 14916 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= 2.75 FT Length: L= 2.75 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= 1252 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 6.88 SF Area Provided: A= 7.56 SF Baseplate Bearing: Bearing Required: Bearing= 14916 LB Allowable Bearing: Bearing- Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 3729 LB Allowable Beam Shear. vc1= 17531 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 41.00 IN Punching Shear: Vu2= 13477 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: Factored Moment: Mu= 47516 IN -LB Nominal Moment Strength: Mn= 170298 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.45 IN Steel Required Based on Moment: As(1)= 0.21 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.66 IN2 Controlling Reinforcing Steel: As -reqd= 0.66 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 11.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. .: 3 Footing Design f 2003 International Building Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:31:11 AM Project: 10009.04.02 - Location: F -2 Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. ENV / (4) min. Footing Loads: Live Load: PL= 7920 LB Dead Load: PD= 3500 LB Total Load: PT= 11420 LB Ultimate Factored Load: Pu= 18364 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= 3.0 FT Length: L= 3.0 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= 1269 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Area= 8.31 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 18364 LB Allowable Bearing: Bearing- Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 5994 LB Allowable Beam Shear: vc1= 19125 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 16875 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: Factored Moment: Mu= 82638 IN -LB Nominal Moment Strength: Mn= 170825 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.37 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.72 IN2 Controlling Reinforcing Steel: As -reqd= 0.72 IN2 Selected Reinforcement: #4 Bars @ 9.00 IN. O.C. ENV 1(4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 15.00 IN Footing Design [ 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:40:15 AM Project: 10009.04.02 - Location: F -3 Summary: Footing Size: 4.0 FT x 4.0 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN. O.C. EM/ / (5) min. Footing Loads: Live Load: PL= 7879 LB Dead Load: PD= 12187 LB Total Load: PT= 20066 LB Ultimate Factored Load: Pu= 30456 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= 4.0 FT Length: L= 4.0 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= 6.00 IN Baseplate Length: bsl= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1254 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 14.59 SF Area Provided: A= 16.0 SF Baseplate Bearing: Bearing Required: Bearing= 30456 LB Allowable Bearing: Bearing- Allow= 107100 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 9676 LB Allowable Beam Shear: vc1= 25500 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 45.00 IN Punching Shear. Vu2= 28783 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 71719 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 90313 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 47813 LB Controlling Allowable Punching Shear: vc2= 47813 LB Bending Calculations: Factored Moment: Mu= 160608 IN -LB Nominal Moment Strength: Mn= 213985 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.38 IN Steel Required Based on Moment: As(1)= 0.73 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.96 IN2 Controlling Reinforcing Steel: As -reqd= 0.96 IN2 Selected Reinforcement: #4 Bars @ 10.00 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= 19.50 IN or sr Footing Design f 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:40:45 AM Project: 10009.04.02 - Location: F-4 Summary: Footing Size: 5.25 FT x 5.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (8) min. Footing Loads: Live Load: PL= 14817 LB Dead Load: PD= 21490 LB Total Load: PT= 36307 LB Ultimate Factored Load: Pu= 55275 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= 5.25 FT Length: L= 5.25 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= 6.00 IN Baseplate Length: bsl= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1317 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 26.89 SF Area Provided: A= 27.56 SF Baseplate Bearing: Bearing Required: Bearing= 55275 LB Allowable Bearing: Bearing - Allow= 107100 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 18206 LB Allowable Beam Shear: vc1= 44179 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 53.00 IN Punching Shear. Vu2= 52830 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 111499 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 152873 LB Allowable Punching Shear (ACI 11 -37): vc2-c= 74333 LB Controlling Allowable Punching Shear: vc2= 74333 LB Bending Calculations: Factored Moment: Mu= 394821 IN -LB Nominal Moment Strength: Mn= 453033 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.47 IN Steel Required Based on Moment: As(1)= 1.36 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 1.51 IN2 Controlling Reinforcing Steel: As -reqd= 1.51 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (8) Min. Reinforcement Area Provided: As= 1.57 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 27.00 IN • Footing Design f 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:41:27 AM Project: 10009.04.02 - Location: F -5 Summary: Footing Size: 6.0 FT x 6.0 FT x 16.00 IN Reinforcement: #4 Bars @ 5.95 IN. O.C. EMI / (12) min. Footing Loads: Live Load: PL= 15758 LB Dead Load: PD= 24378 LB Total Load: PT= 40136 LB Ultimate Factored Load: Pu= 60918 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= 6.0 FT Length: L= 6.0 FT Depth: Depth= 16.00 IN Effective Depth to Top Layer of Steel: d= 12.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 6.00 IN Baseplate Length: bsl= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1115 PSF Effective Allowable Soil Bearing Pressure: Qe= 1300 PSF Required Footing Area: Areq= 30.87 SF Area Provided: A= 36.0 SF Baseplate Bearing: Bearing Required: Bearing= 60918 LB Allowable Bearing: Bearing - Allow= 107100 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 17979 LB Allowable Beam Shear: vc1= 74970 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 69.00 IN Punching Shear: Vu2= 57421 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 215539 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 326953 LB Allowable Punching Shear (ACI 11 -37): vc2-c= 143693 LB Controlling Allowable Punching Shear: vc2= 143693 LB Bending Calculations: Factored Moment: Mu= 503524 IN -LB Nominal Moment Strength: Mn= 1012456 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 IN Steel Required Based on Moment: As(1)= 1.16 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 2.30 IN2 Controlling Reinforcing Steel: As -reqd= 2.30 IN2 Selected Reinforcement: #4 Bars @ 5.95 IN. O.C. EM/ 1(12) Min. Reinforcement Area Provided: As= 2.36 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 31.50 IN Columnf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:42:39 AM Protect: 10009.04.02 - 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: 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= 3.50 IN Column Section (Y -Y Axis): dv= 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 Slenderness 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 Bending 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): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 370 PSI Allowable Compressive Stress: Fc'= 409 PSI w r Column[ 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 3:31:01 PM Project: 10009.04.02 - Location: P2 - 4x8 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): dy= 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- Douqlas Fir -Larch Compressive Stress: Fc= 1500 PSI Modulus of Elasticity: E= 1700000 PSI Bendinq Stress (X -X Axis): Fbx= 1000 PSI Bending 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 (Controllinq Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 534 PSI Allowable Compressive Stress: Fc'= 603 PSI Column' 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 3:24:29 PM Project: 10009.04.02 - Location: P3 - 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 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 Slenderness 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 Bending 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' AISC 9th Ed ASD ) Ver: 6.00.2 By: Dan L. Goodrich , ICON architecture /planning inc. on: 07 -13 -2006 : 3:55:32 PM Project: 10009 -04 -02 - 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): Lx= 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): Ix= 8.22 N4 Moment of Inertia (Y -Y Axis): ly= 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: KL /r Ratio (X -X Axis): KLx/rx= 147.0 KL /r Ratio (Y -Y Axis): KLy /ry= 147.0 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slenderness Ratio: Cc= 111.6 Allowable Compressive Stress: Fa= 6909 PSI Compressive Stress: fa= 6722 PSI Uniformly Loaded Floor Beaml 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:45:37 AM Project: 10009.04.02 - Location: TYP HEADER Summary: 3.5 IN x 7.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 59.6% Controlling Factor. Section Modulus / Depth Required 5.74 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.04 IN = U1830 Total Load: TLD= 0.07 IN = L/1055 Reactions (Each End): Live Load: LL -Rxn= 720 LB Dead Load: DL -Rxn= 529 LB Total Load: TL -Rxn= 1249 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.57 IN Beam Data: Span: L= 6.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 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= 0.0 PSF Floor Dead Load -Side Two: DL2= 0.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 80 PLF Beam Loading: Beam Total Live Load: wL= 240 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 176 PLF Total Maximum Load: wT= 416 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1170 PSI Adjustment Factors: Cd =1.00 Cf =1.30 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1873 FT -LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 999 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= 19.21 N3 S= 30.66 N3 Area (Shear): Areq= 8.32 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireq= 25.28 N4 I= 111.15 N4 irr M -1 TJ -Beam® 6.20 Serial Number: 05120 337 11 7/8" TJ I® 210 n 16" o/c V User: 2 7/10/2006 10:19:08 AM Page Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 74' i 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 /Uplift/Total 1 Stud wall 3.50" 2.25" 373/112 /0/485 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 373/112 /0 / 485 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 (Ibs) 471 -465 1655 Passed (28%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 471 471 1110 Passed (42 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 1599 1599 3620 Passed (44 %) MID Span 1 under Floor loading Live Load Defl (in) 0.138 0.453 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.180 0.679 Passed (U907) MID Span 1 under Floor loading TJPro 50 50 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 4' 9" 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: 1.39 • 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 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: - 10009 -04-02 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 TJ 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 \10009.04.02 - Bldg 2 - Units 40 -46 \Structural calcs \M -1.sms .' 4 M -1 TJ -Beam® 6.20 Serial Numbe "u 700512 337 11 7 /8 " T I® 210r� 16" o/c r. 7005120337 ( W User: 2 7/10/2006 10:19:08 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 13' 7.00" " Max. Vertical Reaction Total (lbs) 485 485 Max. Vertical Reaction Live (lbs) 373 373 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 57 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 107 -107 Max Shear at Support (lbs) 109 -109 Member Reaction (lbs) 109 109 Support Reaction (lbs) 112 112 Moment (Ft -Lbs) 369 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 465 -465 Max Shear at Support (lbs) 471 -471 Member Reaction (lbs) 471 471 Support Reaction (lbs) 485 485 Moment (Ft -Lbs) 1599 Live Deflection (in) 0.138 Total Deflection (in) 0.180 • PROJECT INFORMATION: OPERATOR INFORMATION: 10009 -04-02 Tim R. Hurley ICON architecture /planning inc. 9725 Sw Bvrtn Hilisdl. 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 \10009.04.02 - Bldg 2 - Units 40 -46 \Structural calcs \M -l.sms - 4 Floor Joist( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:15:02 AM Project: 10009.04.02 - Location: M -3 Summary: 1.5 IN x 9.25 IN x 12.0 FT (8 + 4 ) 16 O.C. / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 82.7% Controlling Factor. Section Modulus / Depth Required 7.4 In Center Span Deflections: Dead Load: DLD- Center= 0.00 IN Live Load: LLD - Center= 0.03 IN = L/3092 Total Load: TLD- Center= 0.04 IN = L/2687 Right Cantilever Deflections: Dead Load: DLD - Right= 0.01 IN Live Load: LLD - Right= 0.10 IN = 2L/937 Total Load: TLD- Right= 0.11 IN = 2L/877 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 213 LB Dead Load: DL- Rxn -A= 60 LB Total Load: TL- Rxn -A= 273 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -A -min= -40 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.29 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 613 LB Dead Load: DL- Rxn -B= 180 LB Total Load: TL- Rxn -B= 793 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.85 IN Dead Load Uplift F.S.: FS= 1.5 Joist Data: Center Span Length: L2= 8.0 FT Right Cantilever Length: L3= 4.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 73 PLF Right Cantilever Loading: Uniform Floor Loading: Live Load: LL -3= 60.0 PSF Dead Load: DL -3= 15.0 PSF Total Load: TL -3= 75.0 PSF Total Load Adjusted for Joist Spacing: wT -3= 100 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 820 PSI Adjustment Factors: Cd =1.00 CI =0.72 Cf =1.10 Cr =1.15 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -800 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= 341 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= 11.71 N3 S= 21.39 N3 Area (Shear): Areq= 2.84 N2 A= 13.88 N2 Moment of Inertia (Deflection): Ireq= 50.69 N4 1= 98.93 N4 . . Multi -Span Floor Beamf 2003 International Residential Code (01 NDS)1 Ver. 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:10:25 AM Project: 10009.04.02 - Location: M-4 Summary: 1.75 IN x 11.875 IN x 14.5 FT (10.5 + 4 ) / 1.9E Microllam - Trus Joist - MacMillan Section Adequate By: 38.8% Controlling Factor: Section Modulus / Depth Required 10.08 In Center Span Deflections: Dead Load: DLD- Center= 0.03 IN Live Load: LLD - Center= 0.07 IN = L/1868 . Total Load: TLD- Center= 0.09 IN = U1340 Right Span Deflections: Dead Load: DLD - Right= 0.00 IN Live Load: LLD - Right= -0.01 IN = U6288 Total Load: TLD- Right= -0.01 IN = L/4760 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 860 LB Dead Load: DL- Rxn -A= 347 LB Total Load: TL- Rxn -A= 1207 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.92 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2090 LB Dead Load: DL- Rxn -B= 854 LB Total Load: TL- Rxn -B= 2944 LB Bearing Length Required d (Beam only, support capacity not checked): BL -B= 2.24 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 298 LB Dead Load: DL- Rxn -C= -80 LB Total Load: TL- Rxn -C= 218 LB Desian For Uplift Loads (Includes Uplift Factor of Safety) Rxn -C -min= -578 LB Bearing Length Required (Beam only, support capacity not checked): BL -C= 0.17 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: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.5 FT Right Span Length: L3= 4.0 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3- Bottom= 4.0 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= 4.0 FT Floor Tributary Width Side Two: Trib -2 -2= 1.0 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL -2= 200 PLF Total Dead Load: wD -2= 75 PLF Total Load: wT -2= 281 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= 4.0 FT Floor Tributary Width Side Two: Trib -2 -3= 0.0 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall -3= 0 PLF Total Live Load: wL -3= 160 PLF Total Dead Load: wD -3= 60 PLF Total Load: wT -3= 226 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: Fc_perp= 750 PSI Adjusted Properties Fb' (Compression Face in Tension): FLY= 1188 PSI Adjustment Factors: Cd =1.00 CI =0.46 Cf =1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -2934 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= 1491 LB At a distance d from right support of span 2 (Center Span) Page: 2 Multi -Span Floor Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:10:25 AM Project: 10009.04.02 - 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= 29.63 N3 S= 41.13 N3 Area (Shear): Areq= 7.85 N2 A= 20.78 N2 Moment of Inertia (Deflection): Ireq= 47.05 N4 I= 244.21 N4 Multi- Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:51:07 AM Project: 10009.04.02 - Location: M -5 Summary: 5.25 IN x 9.5 IN x 5.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 19.5% Controlling Factor: Area / Depth Required 7.95 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD - Center= 0.04 IN = U1662 Total Load: TLD- Center= 0.05 IN = U1157 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 6004 LB Dead Load: DL- Rxn -A= 2648 LB Total Load: TL- Rxn -A= 8651 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.20 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2935 LB Dead Load: DL- Rxn -B= 1242 LB Total Load: TL- Rxn -B= 4176 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.06 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: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 560 PLF Dead Load: wD -2= 200 PLF Beam Self Weight: BSW= 16 PLF Total toad: wT -2= 776 PLF Point Load 1 Live Load: PL1 -2= 6138 LB Dead Load: PD1 -2= 2812 LB Location (From left end of span): X1 -2= 1.25 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'= 2976 PSI Adjustment Factors: Cd =1.00 Cf =1.03 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 10208 FT -LB 1.25 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= 8070 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 41.16 N3 S= 78.97 N3 Area (Shear): Areq= 41.74 N2 A= 49.88 N2 Moment of Inertia (Deflection): Ireq= 81.24 N4 I= 375.10 N4 Multi- Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:59:13 AM Protect: 10009.04.02 - Location: M -6 Summary: 3.5 IN x 9.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 77.7% Controlling Factor. Section Modulus / Depth Required 6.94 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD - Center= 0.02 IN = L/3252 Total Load: TLD- Center= 0.04 IN = L/1897 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 820 LB Dead Load: DL- Rxn -A= 594 LB Total Load: TL- Rxn -A= 1414 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.65 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 470 LB Dead Load: DL- Rxn -B= 451 LB Total Load: TL- Rxn -B= 921 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.42 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length -Top of Beam: Lug -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: L/ 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 40 PLF Dead Load: wD -2= 95 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -2= 143 PLF Point Load 1 Live Load: PL1 -2= 1050 LB Dead Load: PD1 -2= 428 LB Location (From left end of span): X1 -2= 2.0 FT Properties For. #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1080 PSI Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2528 FT -LB 2.04 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= 1311 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 28.09 N3 S= 49.91 N3 Area (Shear): Areq= 10.93 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 29.21 N4 I= 230.84 N4 Multi- Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:00:34 AM Protect: 10009.04.02 - Location: M -7 Summary: 5.5 IN x 9.25 IN x 3.12 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 30.1% Controlling Factor: Area / Depth Required 7.51 In Center Span Deflections: Dead Load: DLD- Center= 0.00 IN Live Load: LLD - Center= 0.01 IN = U4433 - Total Load: TLD- Center= 0.01 IN = L/3118 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 5418 LB Dead Load: DL- Rxn -A= 2331 LB Total Load: TL- Rxn -A= 7749 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.25 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1741 LB Dead Load: DL- Rxn -B= 713 LB Total Load: TL- Rxn -B= 2454 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.71 IN Beam Data: Center Span Length: L2= 3.12 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 3.12 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= 560 PLF Dead Load: wD -2= 200 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT -2= 772 PLF Point Load 1 Live Load: PL1 -2= 5412 LB Dead Load: PD1 -2= 2381 LB Location (From left end of span): X1 -2= 0.5 FT Properties For. #2- Douglas Fir -Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 875 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3772 FT -LB 0.499 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= 4433 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 51.73 N3 S= 78.43 N3 Area (Shear): Areq= 39.11 N2 A= 50.88 N2 Moment of Inertia (Deflection): Ireq= 29.46 N4 I= 362.75 N4 Multi- Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:07:04 AM Protect: 10009.04.02 - Location: M -8 Summary: 3.5 IN x 9.25 IN x 6.0 FT / 2.0E Parallam - Trus Joist - MacMillan •4 Section Adequate By: 83.1% Controlling Factor: Area / Depth Required 6.37 In Center Span Deflections: Dead Load: DLD- Center= 0.03 IN Live Load: LLD - Center= 0.04 IN = U1802 Total Load: TLD- Center= 0.07 IN = L/1050 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2047 LB Dead Load: DL- Rxn -A= 1475 LB Total Load: TL- Rxn -A= 3522 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.34 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 962 LB Dead Load: DL- Rxn -B= 808 LB Total Load: TL- Rxn -B= 1771 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.67 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: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 40 PLF Dead Load: wD -2= 95 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT -2= 145 PLF Point Load 1 Live Load: PL1 -2= 969 LB Dead Load: PD1 -2= 696 LB Location (From left end of span): X1 -2= 1.5 FT Point Load 2 Live Load: PL2 -2= 1800 LB Dead Load: PD2 -2= 957 LB Location (From left end of span): X2 -2= 2.0 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'= 2985 PSI Adjustment Factors: Cd =1.00 Cf =1.03 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 5890 FT -LB 1.98 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= 3418 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 23.68 N3 S= 49.91 N3 Area (Shear): Areq= 17.68 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 52.77 N4 1= 230.84 N4 Uniformly Loaded Floor Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:44:59 AM Project: 10009.04.02 - Location: M -9 Summary: 3.5 IN x 9.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 376.4% Controlling Factor: Section Modulus / Depth Required 4.24 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN = L/4810 Total Load: TLD= 0.03 IN = L/3265 Reactions (Each End): Live Load: LL -Rxn= 320 LB Dead Load: DL -Rxn= 151 LB Total Load: TL -Rxn= 471 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.22 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: 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= 1.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 80 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 38 PLF Total Maximum Load: wT= 118 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1080 PSI Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 943 FT -LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 387 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= 10.48 N3 S= 49.91 N3 Area (Shear): Areq= 3.22 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 17.28 N4 1= 230.84 N4 Multi- Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:48:43 AM Project: 10009.04.02 - Location: M -10 Summary: 7.0 IN x 11.875 IN x 13.0 FT (9.8 + 3.2) / 2.0E Parallam - Trus Joist - MacMillan .., Section Adequate By: 8.1% Controlling Factor: Area / Depth Required 10.98 In Center Span Deflections: Dead Load: DLD- Center= 0.10 IN Live Load: LLD- Center= 0.07 IN = U1779 . Total Load: TLD- Center= 0.17 IN = L/691 Right Span Deflections: Dead Load: DLD - Right= -0.01 IN Live Load: LLD - Right= -0.01 IN = U7286 Total Load: TLD- Right= -0.01 IN = L/3606 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 5115 LB Dead Load: DL- Rxn -A= 6208 LB Total Load: TL- Rxn -A= 11323 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.16 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 11063 LB Dead Load: DL- Rxn -B= 19275 LB Total Load: TL- Rxn -B= 30339 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 5.78 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 1944 LB Dead Load: DL- Rxn -C= -1937 LB Total Load: TL- Rxn -C= 7 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -C- min = -4684 LB Bearing Length 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= 9.75 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 9.75 FT Right Span Length: L3= 3.25 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3- Bottom= 3.25 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= 660 PLF Dead Load: wD -2= 605 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT -2= 1291 PLF Point Load 1 Live Load: PL1 -2= 3696 LB Dead Load: PD1 -2= 2432 LB Location (From left end of span): X1 -2= 2.33 FT Point Load 2 Live Load: PL2 -2= 0 LB Dead Load: PD2 -2= 5440 LB Location (From left end of span): X2 -2= 4.5 FT Right Span Loading: Uniform Load: Live Load: wL -3= 660 PLF Dead Load: wD -3= 605 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT -3= 1291 PLF Point Load 1 Live Load: PL1 -3= 0 LB Dead Load: PD1 -3= 5440 LB Location (From left end of span): X1 -3= 0.75 FT Point Load 2 Live Load: PL2 -3= 3029 LB Dead Load: PD2 -3= 2032 LB Location (From left end of span): X2 -3= 1.16 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' (Compression Face in Tension): Fb'= 2882 PSI Adjustment Factors: Cd =1.00 CI =0.99 Cf =1.00 Fv': Fv'= 290 PSI 7 Page: 2 Multi- Loaded Beam' 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:48:43 AM Project: 10009.04.02 - Location: M -10 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -25674 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= 14861 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= 106.90 N3 S= 164.52 N3 Area (Shear): Areq= 76.87 N2 A= 83.13 N2 Moment of Inertia (Deflection): Ireq= 339.17 N4 I= 976.83 N4 Uniformly Loaded Floor Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:43:40 AM Project: 10009.04.02 - Location: M -11 Summary: 1.75 IN x 11.875 IN x 14.0 FT / 1.9E Microllam - Trus Joist - MacMillan Section Adequate By: 56.6% Controlling Factor: Moment of Inertia / Depth Required 10.23 In Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.30 IN = U564 Total Load: TLD= 0.42 IN = L/398 Reactions (Each End): Live Load: LL -Rxn= 1120 LB Dead Load: DL -Rxn= 465 LB Total Load: TL -Rxn= 1585 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.21 IN Beam Data: Span: L= 14.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 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= 1.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 160 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 66 PLF Total Maximum Load: wT= 226 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'= 2604 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 5549 FT -LB 7.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1363 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= 25.57 N3 S= 41.13 N3 Area (Shear): Areq= 7.18 N2 A= 20.78 N2 Moment of Inertia (Deflection): Ireq= 155.95 N4 1= 244.21 N4 Multi- Loaded Beam' AISC 9th Ed ASD 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:49:46 AM Proiect: 10009.04.02 - Location: M -12 Summary: A992 -50 W10x33 x 15.0 FT Section Adequate By: 14.6% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD- Center= 0.42 IN Live Load: LLD - Center= 0.24 IN = L/754 - Total Load: TLD- Center= 0.65 IN = L/275 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 8746 LB Dead Load: DL- Rxn -A= 12757 LB Total Load: TL- Rxn -A= 21503 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= 7879 LB Dead Load: DL- Rxn -B= 12187 LB Total Load: TL- Rxn -B= 20066 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.94 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 15.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 660 PLF Dead Load: wD -2= 605 PLF Beam Self Weight: BSW= 33 PLF Total Load: wT -2= 1298 PLF Point Load 1 Live Load: PL1 -2= 3696 LB Dead Load: PD1 -2= 2462 LB Location (From left end of span): X1 -2= 2.33 FT Point Load 2 Live Load: PL2 -2= 0 LB Dead Load: PD2 -2= 5440 LB Location (From left end of span): X2 -2= 4.5 FT Point Load 3 Live Load: PL3 -2= 0 LB Dead Load: PD3 -2= 5440 LB Location (From left end of span): X3 -2= 10.5 FT Point Load 4 Live Load: PL4 -2= 3029 LB Dead Load: PD4 -2= 2032 LB Location (From left end of span): X4 -2= 11.66 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: lx= 171.00 N4 Section Modulus About X -X Axis: Sx= 35.00 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.16 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 Length: Lb= 0.0 FT Limiting Unbraced Length for Fb= .66 *Fy: Lc= 7.13 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h /tw= 30.55 Limiting Web Height 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= 76623 FT -LB 7.65 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= 21503 LB At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Page: 2 Multi- Loaded Beamf AISC 9th Ed ASD 1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:49:46 AM Project: 10009.04.02 - Location: M -12 Nominal Shear Strength: Vr= 56434 LB Moment of Inertia (Deflection): Ireq= 149.25 IN4 I= 171.00 IN4 Multi- Loaded Beam( 2003 International Residential Code (01 NDS)) Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:50:45 AM Protect: 10009.04.02 - Location: M -13 Summary: 5.125 IN x 16.5 IN x 15.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 25.2% Controlling Factor: Section Modulus / Depth Required 14.75 In Center Span Deflections: Dead Load: DLD- Center= 0.18 IN Live Load: LLD - Center= 0.26 IN = L/694 - Total Load: TLD- Center= 0.44 IN = L/411 Camber Required: C= 0.27 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 6071 LB Dead Load: DL- Rxn -A= 4133 LB Total Load: TL- Rxn -A= 10204 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 3.06 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 5549 LB Dead Load: DL- Rxn -B= 3916 LB Total Load: TL- Rxn -B= 9464 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 2.84 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length -Top of Beam: Lug -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: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 700 PLF Dead Load: wD -2= 485 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT -2= 1206 PLF Point Load 1 Live Load: PL1 -2= 1120 LB ' Dead Load: PD1 -2= 465 LB Location (From left end of span): X1 -2= 4.0 FT Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc peril= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb' (Tension): Fb'= 2400 PS Adjustment Factors: Cd =1.00 Fv': Fv'= 240 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 37149 FT -LB 7.2 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= 8576 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 185.74 N3 S= 232.55 N3 Area (Shear): Areq= 53.60 N2 A= 84.56 N2 Moment of Inertia (Deflection): Ireq= 1120.32 N4 1= 1918.51 N4 Multi- Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -11 -2006 : 2:57:49 PM Protect: 10009.04.02 - Location: M -14 Summary: 1.75 IN x 11.875 IN x 7.0 FT / 1.9E Microllam - Trus Joist - MacMillan Section Adequate By: 201.4% Controlling Factor: Area / Depth Required 6.65 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD - Center= 0.04 IN = L/2323 • Total Load: TLD- Center= 0.06 IN = U1486 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1210 LB Dead Load: DL- Rxn -A= 743 LB Total Load: TL- Rxn -A= 1953 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.49 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1210 LB Dead Load: DL- Rxn -B= 743 LB Total Load: TL- Rxn -B= 1953 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.49 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 . FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 7.0 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= 120 PLF Dead Load: wD -2= 53 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT -2= 179 PLF Point Load 1 Live Load: PL1 -2= 270 LB Dead Load: PD1 -2= 102 LB Location (From left end of span): X1 -2= 2.0 FT Point Load 2 Live Load: PL2 -2= 270 LB Dead Load: PD2 -2= 102 LB Location (From left end of span): X2 -2= 5.0 FT Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= 0 PLF Left Dead Load: TRD- Left-1 -2= 120 PLF Right Live Load: TRL- Right -1 -2= 0 PLF Right Dead Load: TRD- Right -1 -2= 120 PLF Load Start: A -1 -2= 0.0 FT Load End: B -1 -2= 2.0 FT Load Length: C -1 -2= 2.0 FT Trapezoidal Load 2 Left Live Load: TRL- Left -2 -2= 0 PLF Left Dead Load: TRD- Left -2 -2= 120 PLF Right Live Load: TRL - Right -2 -2= 0 PLF Right Dead Load: TRD- Right -2 -2= 120 PLF Load Start: A -2 -2= 5.0 FT Load End: B -2 -2= 7.0 FT Load Length: C -2 -2= 2.0 FT Trapezoidal Load 3 Left Live Load: TRL- Left -3 -2= 260 PLF Left Dead Load: TRD- Left -3 -2= 98 PLF Right Live Load: TRL- Right -3 -2= 260 PLF Right Dead Load: TRD- Right -3 -2= 98 PLF Load Start: A -3 -2= 0.0 FT Load End: B -3 -2= 2.0 FT Load Length: C -3 -2= 2.0 FT Trapezoidal Load 4 Left Live Load: TRL - Left-4 -2= 260 PLF Left Dead Load: TRD- Left -4 -2= 98 PLF Right Live Load: TRL - Right -4 -2= 260 PLF Right Dead Load: TRD- Right -4 -2= 98 PLF Load Start: A-4 -2= 5.0 FT Load End: B -4-2= 7.0 FT Load Length: C-4 -2= 2.0 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 Page: 2 Multi- Loaded Beam' 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -11 -2006: 2:57:49 PM Project: 10009.04.02 - Location: M -14 Adjusted Properties Fb' (Tension): Fb'= 2604 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2795 FT -LB 3.5 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= 1310 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 12.88 N3 S= 41.13 N3 Area (Shear): Areq= 6.90 N2 A= 20.78 N2 Moment of Inertia (Deflection): Ireq= 39.45 N4 1= 244.21 N4 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 : 1:53:33 PM Protect: 10009.04.02 - Location: M16 -BM. UNDER KITCHEN CORNOR Summary: 3.5 IN x 11.875 IN x 6.0 FT (4 + 2 ) / 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 = U12027 Total Load! 'TLD- Center= 0.01 IN = L/8971 Right Cantilever Deflections: Dead Load: DLD - Right= 0.00 IN Live Load: LLD - Right= 0.01 IN = 2U5466 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 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= 1980 LB Dead Load: DL- Rxn -B= 1667 LB Total Load: TL- Rxn -B= 3647 LB Bearing 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 Right Cantilever Length: L3= 2.0 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right 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: L/ 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 Right 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: 1:53:33 PM Project: 10009.04.02 - 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 Right Live Load: TRL - Right -2 -3= 40 PLF Right 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 Right 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: Fcperp= 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 loads 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 1= 488.41 N4 4j ` // 01 : TJ -Beam® 6.20 Serial Number. 7005120337 a 14" TJ I® 210 @ 19.2" O/C Paget Engine 7/10/2006 6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 4 1)3 a 14' a 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 /Uplift/Total 1 Stud wall 3.50" 2.25" 448/134/0 /582 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 448 /134/0/582 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 565 -558 1945 Passed (29 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 565 565 1110 Passed (51%) Bearing 2 under Floor loading Moment (Ft -Lbs) 1919 1919 4280 Passed (45 %) MID Span 1 under Floor loading Live Load Defl (in) 0.116 0.453 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.151 0.679 Passed (U999 +) MID Span 1 under Floor loading TJPro 52 50 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 4' 9" 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: 1.31 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: 10009 -0402 Tim R. Hurley 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 TJIo and TJ -Beam® are registered trademarks of Trus Joist. • e - 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 \10009.04.02 - Bldg 2 - Units 40 -46 \Structural calca \U -1.sms 'Affigeht u., x` " rh a Business 14" TJ I® 210 @ 19.2" o/c TJ -Beam® 6.20 Serial Number 7005120337 User. 2 7/102006 10:28:07 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 13' 7.00" • Max. Vertical Reaction Total (lbs) 582 582 Max. Vertical Reaction Live (lbs) 448 448 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 57 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 129 -129 Max Shear at Support (lbs) 130 -130 Member Reaction (lbs) 130 130 Support Reaction (lbs) 134 134 Moment (Ft -Lbs) 443 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 558 -558 Max Shear at Support (lbs) 565 -565 Member Reaction (lbs) 565 565 Support Reaction (lbs) 582 582 Moment (Ft -Lbs) 1919 Live Deflection (in) 0.116 Total Deflection (in) 0.151 • • PROJECT INFORMATION: OPERATOR INFORMATION: 10009 -04-02 Tim R. Hurley 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 \1000 - Oak St. West Tigard \10009.04 - Drawings \10009.04 - CD \10009.04.02 - Bldg 2 - Units 40 -46 \Structural calce \U -1.sms d. « ,, Floor Joist( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:16:08 AM Project: 10009.04.02 - Location: U -2 Summary: 1.5 IN x 9.25 IN x 12.0 FT (8 + 4 ) (a7 19.2 O.C. / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 52.2% Controlling Factor: Section Modulus / Depth Required 7.87 In Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.04 IN = L/2577 ' Total Load: TLD- Center= 0.04 IN = L/2239 Right Cantilever Deflections: Dead Load: DLD - Right= 0.01 IN Live Load: LLD - Right= 0.12 IN = 2L/781 Total Load: TLD - Right= 0.13 IN = 2L/731 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 256 LB Dead Load: DL- Rxn -A= 72 LB Total Load: TL- Rxn -A= 328 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -A- min = -48 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.35 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 736 LB Dead Load: DL- Rxn -B= 216 LB Total Load: TL- Rxn -B= 952 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.02 IN Dead Load Uplift F.S.: FS= 1.5 Joist Data: Center Span Length: L2= 8.0 FT Right Cantilever Length: L3= 4.0 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 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 88 PLF Right Cantilever Loading: Uniform Floor Loading: Live Load: LL -3= 60.0 PSF Dead Load: DL -3= 15.0 PSF Total Load: TL -3= 75.0 PSF Total Load Adjusted for Joist Spacing: wT -3= 120 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 820 PSI Adjustment Factors: Cd =1.00 CI =0.72 Cf =1.10 Cr =1.15 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -960 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= 409 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= 14.05 N3 S= 21.39 N3 Area (Shear): Areq= • 3.41 N2 A= 13.88 N2 - Moment of Inertia (Deflection): Ireq= 60.82 N4 1= 98.93 N4 .w ,- '4 Multi -Span Floor Beam' 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:12:12 AM Project: 10009.04.02 - Location: U -3 Summary: 1.75 IN x 14.0 IN x 14.32 FT (10.7 + 3.7 ) / 2.0E Parallam -Trus Joist - MacMillan Section Adequate By: 59.6% Controlling Factor: Section Modulus / Depth Required 11.08 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD - Center= 0.04 IN = L/3144 - Total Load: TLD- Center= 0.06 IN = L/2241 Right Span Deflections: Dead Load: DLD - Right= 0.00 IN Live Load: LLD - Right= 0.00 IN = L/11186 Total Load: TLD- Right= -0.01 IN = L/8331 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 868 LB Dead Load: DL- Rxn -A= 356 LB Total Load: TL- Rxn -A= 1223 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.93 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2160 LB Dead Load: DL- Rxn -B= 896 LB Total Load: TL- Rxn -B= 3056 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 2.33 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 274 LB Dead Load: DL- Rxn -C= -123 LB Total Load: TL- Rxn -C= 151 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn-C-mln= -701 LB Bearing Length Required (Beam only, support capacity not checked): BL -C= 0.12 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 10.66 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.66 FT Right Span Length: L3= 3.66 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3- Bottom= 3.66 FT Live Load Deflect. Criteria: L/ 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= 4.0 FT Floor Tributary Width Side Two: Trib -2 -2= 1.0 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall -2= 0 PLF Total Live Load: wL -2= 200 PLF Total Dead Load: wD -2= 75 PLF Total Load: wT -2= 283 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= 4.0 FT Floor Tributary Width Side Two: Trib -2 -3= 0.0 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL -3= 160 PLF Total Dead Load: wD -3= 60 PLF Total Load: wT -3= 228 PLF 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' (Compression Face in Tension): Fb'= 1034 PSI Adjustment Factors: Cd =1.00 CI =0.36 Cf =0.98 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -3086 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= 1495 LB At a distance d from right support of span 2 (Center Span) 1 Page: 2 Multi -Span Floor Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:12:12 AM Project: 10009.04.02 - Location: U -3 Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 35.81 N3 S= 57.17 N3 Area (Shear): Areq= 7.73 N2 • A= 24.50 N2 Moment of Inertia (Deflection): Ireq= 45.82 N4 I= 400.17 N4 • Multi- Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:08:02 AM Project: 10009.04.02 - Location: U -4 Summary: 1.75 IN x 14.0 IN x 3.12 FT / 1.9E Microllam - Trus Joist - MacMillan Section Adequate By: 1995.0% Controlling Factor: Area / Depth Required 2.97 In Center Span Deflections: Dead Load: DLD- Center= 0.00 IN Live Load: LLD - Center= 0.00 IN = L/42737 • Total Load: TLD- Center= 0.00 IN = L/30108 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 477 LB Dead Load: DL- Rxn -A= 199 LB Total Load: TL- Rxn -A= 675 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.51 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 464 LB Dead Load: DL- Rxn -B= 191 LB Total Load: TL- Rxn -B= 655 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.50 IN Beam Data: Center Span Length: L2= 3.12 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 3.12 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= 280 PLF Dead Load: wD -2= 105 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -2= 393 PLF Point Load 1 Live Load: PL1 -2= 67 LB Dead Load: PD1 -2= 38 LB Location (From left end of span): X1 -2= 1.25 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: 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= 546 FT -LB 1.466 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= 222 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 2.57 N3 S= 57.17 N3 Area (Shear): Areq= 1.17 N2 A= 24.50 N2 Moment of Inertia (Deflection): Ireq= 3.37 N4 I= 400.17 N4 v. Uniformly Loaded Floor Beaml 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 09:47:40 AM Project: 10009.04.02 - Location: U -5 Summary: 5.5 IN x 9.5 IN x 9.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 50.0% Controlling Factor: Section Modulus / Depth Required 7.76 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.09 IN = U1150 • Total Load: TLD= 0.14 IN = U751 Reactions (Each End): Live Load: LL -Rxn= 1800 LB Dead Load: DL -Rxn= 957 LB Total Load: TL -Rxn= 2757 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.80 IN Beam Data: Span: L= 9.0 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= 4.0 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= 80 PLF Beam Loading: Beam Total Live Load: wL= 400 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 213 PLF Total Maximum Load: wT= 613 PLF Properties For. #1- Douglas Fir -Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1350 PSI Adjustment Factors: Cd =1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 6204 FT -LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2316 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= 55.14 N3 S= 82.73 N3 Area (Shear): Area= 20.44 N2 A= 52.25 N2 Moment of Inertia (Deflection): Ireq= 125.60 N4 I= 392.96 N4 4- 4 •I Multi- Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 10:08:39 AM Project: 10009.04.02 - Location: U -6 Summary: 5.25 IN x 9.5 IN x 8.0 FT / 2.0E Parallam - Trus Joist - MacMillan - Section Adequate By: 17.7% Controlling Factor: Area / Depth Required 8.07 In Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD - Center= 0.13 IN = L/719 - Total Load: TLD- Center= 0.19 IN = U515 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 6138 LB Dead Load: DL- Rxn -A= 2816 LB Total Load: TL- Rxn -A= 8954 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.27 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 5412 LB Dead Load: DL- Rxn -B= 2381 LB Total Load: TL- Rxn -B= 7792 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.98 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: wL -2= 800 PLF Dead Load: wD -2= 240 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT -2= 1056 PLF Point Load 1 Live Load: PL1 -2= 3022 LB Dead Load: PD1 -2= 1844 LB Location (From left end of span): X1 -2= 0.75 FT Point Load 2 Live Load: PL2 -2= 2128 LB Dead Load: PD2 -2= 1308 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: 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= 11566 FT -LB 3.84 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= 8194 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 46.63 N3 S= 78.97 N3 Area (Shear): Areq= 42.38 N2 A= 49.88 N2 . Moment of Inertia (Deflection): Ireq= 187.68 N4 I= 375.10 N4 L ad' . M Multi- Loaded Beamf 2003 International Residential Code (01 NDS) I Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:09:51 AM Project: 10009.04.02 - Location: U -7 Summary: 3.5 IN x 9.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 46.4% Controlling Factor: Section Modulus / Depth Required 7.64 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD - Center= 0.03 IN = L/2237 - Total Load: TLD- Center= 0.05 IN = L/1315 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 949 LB Dead Load: DL- Rxn -A= 696 LB Total Load: TL- Rxn -A= 1645 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.75 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 910 LB Dead Load: DL- Rxn -B= 727 LB Total Load: TL- Rxn -B= 1637 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.75 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: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= . 40 PLF Dead Load: wD -2= 95 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -2= 143 PLF Point Load 1 Live Load: PL1 -2= 869 LB Dead Load: PD1 -2= 356 LB Location (From left end of span): X1 -2= 2.0 FT Point Load 2 Live Load: PL2 -2= 750 LB Dead Load: PD2 -2= 450 LB Location (From left end of span): X2 -2= 4.0 FT Properties For. #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1080 PSI Adjustment Factors: Cd =1.00 Cf=1.20 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3068 FT -LB 2.94 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= 1542 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 34.09 N3 S= 49.91 N3 Area (Shear): Areq= 12.85 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 42.14 N4 I= 230.84 N4 •r.- ..v s, Multi -Span Roof Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006 : 10:12:38 AM Protect: 10009.04.02 - Location: R -1 Summary: 3.5 IN x 9.5 IN x 6.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 72.5% Controlling Factor: Area / Depth Required 6.53 In Center Span Deflections: Dead Load: DLD- Center= 0.04 IN Live Load: LLD - Center= 0.05 IN = U1335 - Total Load: TLD- Center= 0.09 IN = L/809 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 3022 LB Dead Load: DL- Rxn -A= 1956 LB Total Load: TL- Rxn -A= 4977 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.90 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2128 LB Dead Load: DL- Rxn -B= 1420 LB Total Load: TL- Rxn -B= 3548 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.35 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Center Span Loading: Uniform Load: Roof Live Load: RLL -2= 25.0 PSF Roof Dead Load: RDL -2= 15.0 PSF Roof Tributary Width Side One: Trib -1 -2= 20.0 FT Roof Tributary Width Side Two: Trib -2 -2= 1.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall -2= 0 PLF Total Live Load: wL -2= 525 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 352 PLF Total Load: wT -2= 888 PLF Point Load Live Load: PL -2= 2000 LB Dead Load: PD -2= 1200 LB Location (From left end of span): X -2= 1.66 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: Fcperp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 3423 PSI Adjustment Factors: Cd =1.15 Cf =1.03 Fv': Fv'= 334 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 7091 FT -LB 1.98 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= 4285 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 24.86 N3 S= 52.65 N3 Area (Shear): Areq= 19.27 N2 A= 33.25 N2 Moment of Inertia (Deflection): keg= 55.66 N4 I= 250.07 N4 w. . Multi -Span Roof Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.81 By: Dan Goodrch AIA , ICON architeture /planning inc. on: 07 -10 -2006: 10:13:27 AM Protect: 10009.04.02 - Location: R -2 Summary: 3.5 IN x 9.5 IN x 9.0 FT / 2.0E Parallam - Trus Joist - MacMillan - Section Adequate By: 4.1% Controlling Factor: Section Modulus / Depth Required 9.31 In Center Span Deflections: Dead Load: DLD- Center= 0.16 IN Live Load: LLD - Center= 0.24 IN = U441 - Total Load: TLD- Center= 0.41 IN = L/266 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 3696 LB Dead Load: DL- Rxn -A= 2432 LB Total Load: TL- Rxn -A= 6127 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.33 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 3029 LB Dead Load: DL- Rxn -B= 2032 LB Total Load: TL- Rxn -B= 5061 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.93 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length -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= 1.15 Pitch Of Root RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Load: Roof Live Load: RLL -2= 25.0 PSF Roof Dead Load: RDL -2= 15.0 PSF Roof Tributary Width Side One: Trib -1 -2= 20.0 FT Roof Tributary Width Side Two: Trib -2 -2= 1.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall -2= 0 PLF Total Live Load: wL -2= 525 PLF Total Dead Load (Adjusted for Roof Pitch): wD -2= 352 PLF Total Load: wT -2= 888 PLF Point Load Live Load: PL -2= 2000 LB Dead Load: PD -2= 1200 LB Location (From left end of span): X -2= 3.0 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'= 3423 PSI Adjustment Factors: Cd =1.15 Cf =1.03 Fv': Fv'= 334 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 14427 FT -LB 3.33 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= 5488 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) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 50.58 N3 S= 52.65 N3 Area (Shear): Areq= 24.69 N2 A= .33.25 N2 Moment of Inertia (Deflection): Ireq= 168.97 N4 I= 250.07 N4 . Structural Calculations for: ., _ = : Oak `Stlreet Towlnholmes ": =;=' = . - .:.-,:.:,':,;:,::;[-_:,-,,,_,=.:,;.: ._-:8$5 S W Oak St reet 9 7 2 2 3::. -:.:r V 1; Project No 10 009:04;02Urnit":40r:'' ;yA- _ J0 ' �''`� Issue Date: . -.- . ' - ;- , B „ D i t „J (/ a , 06/28/06x== `�� =�` ��''� � Design ®/ ;i Criteria L' Q /NG �fa'C� ci ✓ 0 / 7 5 � � Roof Loads - Wall Loads / -4,10 Wood Shingles .. x ;7:00 psf Exterior iS ON 1 ply A.S. felt t'. :11 <50'. psf Siding , x :ZOO - psf 2x framing & :.T " plywood sheathing 00, psf 1 ply A.S. Felt ._`' `0.50; psf Misc.&/or Snow load > 30 PSF _r :::;":!1:a5 psf 12 plywood sheathing 4- ,;:,2 00 psf Total Dead Loads 10.00 psf 2x6 framing ; '3:"00: psf Total Live /Snow Loads ig : a e'Jpsf /" GWB ::= ";2:00 psf Total Roof Loads 35.00 psf Miscellaneous -5 ' 7 7 - ,=0:75 psf Floor Loads Total Ext. Wall Loads 10.25 psf /" underlayment : `9.50 psf %" plywood sheathing , -• .-3O& psf Interior 2x Framing ;.:.,5:00 psf /" GWB 9 �e'...:..:.. P :� 2;Q(1 psf Miscellaneous . 'x:50: psf 2x4 framing 4:0.0 psf Total Dead Loads 15.00 psf 1 / GWB . : :'2.00 psf Total Live Loads 1;_ °.:40:00Jpsf Miscellaneous � y QyQO psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = ? ... 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 : ;i: : ' Seismic Use Group: r ;1 V L - Basic Wind Speed /3 sec. Gust: :y_80 •:; Wind Exposure Factor: 'r ;-i ,; ' Site Elevation assumed: ! 380 Ground Snow Load PSF: 440'`' Miscellaneous: r �� Soil Bearing: 1500 psf assumed � � I l � Add.Snow Ld.= ((eev- 380)8212)+25) PSF 0 I rj � Concrete foundations: 3000 -psi mix Concrete Flatwork: 2000 -psi mix 1 I;:i ' f ~ • 1 • n Beams and stringers: DF /L #1 or better Repetitive Joists: DF /L' #2 or better • J O • Columns: DF /L #2 or better, Studs: Stud Grade. v - I Sills Plates @ FDN.: P.T. Hem Fir #2B or better d " � Steel: Reinforcement bar - Grade 40 oe � � Structural components - ASTM A36 • F l� Prepared by: I C O f rc nirecture /p► ®nnrng Inc. 8725 SW Beaverton Hillsdale Hvry, Sulfa 210E Beaverton, Oregon 97005.3364 1i 50361a7e6, tax 503444.7689 900230318e mm AMC*. Yem"e of AgY,.m WARS w.dme.nTbnme 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 EXECUTION, IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. Vers,.+i: 07 01 04 t A 1 1s' I P6 -35' AVG. MIT OF PROJECTED ROOF P5 -30' As P4-25' P3-20' UPPER In P2 -15' MAIN • i I ( o P1 UNIT 40 - FRONT ELEVATION • 39• -0• P7 -40' AVG. HOHT OF PROJECTED ROOF a P6 -35' P5 -30' fl _ `' P4-25' P3-20' UPPER J '^ P2 -15' YIN • • Q LONER UNIT 40 - SIDE ELEVATION • • • DATA: ISSUED FOR ISSUE DATE 5/270 SUBMISSION A PROPOSED PROJECT FOR: C GID (ON ®rchiteCture /pI®nnin inc. JOB NUMBER: 1000 07 ®E9.01 . ;,'. l s• 1 VY x: • DRAWN BV: ABS OAK STREET TOWNHOMES, LLC 40 w� OU�L j`�� UNIT .01 8875 SW OAK STREET W25 SWBolown IMMO !fig 4 500.NU/01 a 1933 LATERAL FRA MS PLAN Aq • • =_ • ELEVATORS TIGARD, OR 97223 • am nCE 90 593144 J 7em R3 SCALE U1B-•1'd 9 � O O f p ` Bawm1 Q� 9i005a& Em®i.mtWyaen w r SHEETS TOTAL • ` : , r`d::: .x. 1 IL , ■ mAMI:A0 s 1 N7 v2 No NP. I\ it I. A 4 328 SF X40.:0 . a.- .xs..- . - - .L f \\ - i \ ii • \ i Q J QD i co I.,>i rl . ID \ N II 1 1 L 1 I R / _ �' > / /� N co A Y / Q DO 1\ . 1 V3 • AR. -_ -- -- pvp. A= 328 SF / ' = 1 'L — 3A AhkiETA 15 I' • 8' -6 7' -6 Li N 79" m v- M • u • UNIT 40 - UPPER FLOOR PLAN - DI . 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 DATA. ISSUED FOR: A PROPOSED PROJECT FOR: �1,ED • I coNorchlitecture/ p I®nnin 9 inc. ISSUE DATE 5127,01 SUBMISSION 1 l V JOB NUMBER 10009.04 07.17 � - • DRAM BY: ma OAK STREET TOWNHOMES, LLC UND 40 -D1 8875 SW OAK STREET • 9 . rilt TL5SW B-,vlm Ndaml°H°7. rem.wlJF1 An..k.rm lrod'ulu a 1Nr IATEFULFRMCNG PLAN Same 710E 1a5W.l14 N® NCAR9 UPPER FLOOR TIGARD, OR 97223 l h, T SCALE: MT. d OF ... -. SHEETS TOTAL O r 1 , �� Ord 0T0057E1 � -� ,��^ , A 6 S l AhAft©/113% NV Nfr 1 4 r 1371/17117137 TYP. r rl ... V A= 340 SF I I ' , il : i. ;e I �il io • il In N 0 }. I o 0° tr4"2k:11 C7 I I 1 i `° 1 s ^, 11 g. 11 co 00 " I } A 7 292 SF • ' = 1 'L Ilt. AK& AIL ink 15 7-6' 7' -6' N 6n 1 ^� ^M Y J W \ 11 I I /Q \ II /Q UNIT 4 - MAIN LEVEL PLAN - D1 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: ` / 1C • 1c gtiD A I ®rchitecture /pl®nnin inc. ISSUE DATE: 5!27704 SUBMISSION 1 l V _ JOS NUMBER 1000904 07-17-06 S f � \ • °HAN'N M' S OAK STREET TOWNHOMES, LLC a if �i • y UNIT 40 -D1 8875 SW OAK STREET , , 9725SW&mtgnHtrmeH.6 18190.1 644 /661 AmNUe, ETA: g u. LATERAL FRAMING PLAN 2 Sitle 2 HAN ROM TIGARD, OR 97223 � 9 t v.'', SCALE: Mr. 1'11' ' m SO3644 76® NC 4' OF t' &swim CM= 970537,4 a.@,....hmimn wn.%krnnn?w1an SHEETS TOTAL r •L • . LL IIMI ® g `VW • A 1 a p s[ r . C c n q : MMOI' CO cl I CV _. 00, r -- SHTGP NAIL t U DER \ , \��\\ Q� W/ 8d 04,4,12 \\ UNBLKD. \ � ��\ I I f �P7 CONT. GRADE BEAM. SEE ‘‘ FOUND. PLAN \ 0e (VpAL.r. 1 1 292 SF = 2.50 PLr STEEL POST, DRAG LINE TO STEEL POST, SEE FRMNG. PLAN STEEL COL. SEE FRMNG. PLAN 7' -6' 7' -6" N 77.„.. V • 11 UNIT 40 LOWER LEVEL / FND. PLAN - D1 AREA OF LOWER FLOOR (Alflr): 343 SF _ AREA OF LOWER ROOF (Alrf): 290 SF AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw- in): 57 SF DATA: ISSUED FOR: ISSUE DAM 5127M4 SUBMISSION A PROPOSED PROJECT FOR: ,`GED • 1�0 larchitecture /pl ®nning inc. JOB NI EER 10M9.04 07 -17-06 •• / � 1 S. t V , BS dill l�'�., .;: DRAWN BY: A O AK STRE TOWNHOMES, LLC `cad VP y UNIT 40 -01 8875 SW OAK STREET 2725 SW Benno, MOW KW wsw.euteel Amwcr. Ica r EUecc'A.9ata<n • LATERAL LOWER FLOOR L NG R` TIGARD, OR 97223 C 9 , r " • * Sub, N - 'm.e"'a N SCALE: m • r. 1f4 OF • 4 Borab4 arym WU057781 eumn wwwi msm4a.a ?n • .. SHEETS TOTAL i1 A.1 /•1kL OI p E\ 1fL �_ ,Y All 4' ' ' y' ors "2”2-7--"2"T m,,c = '. T. �� ' Y © � Y 1 s ' '' j .. i" m Y i ' `. I \1 II \I R tl' � _. I I \ I •._ I E � 11 C 0. 1 .4, _ 101 I oil C- I II 11 �� I . !I, n I IF �� ° • F' 11- ,� I AL } } } TOUCHSTONE R. tl1 R. R., AA. R. TEL • •Pn1U_ t9 "ri 13 T A Alk. 4,. ■, 15 • KNIT 40 • MAN LEVEL PLAN - pl LA11T 44 MAM • L6VE_ L_ PLdAI . e1 UNIT 40 • UPPEO p'vfo a eu , 401 0 WIT 44 • UPPER FLOOR PLAN - DI — L T _ .2 E d " — W NV ,:•�W 0 top. L x O1 C 1O r I . T= . O O O s I1 °G `ii S `� 4L )OOR T RAT OO O TED R2TIEER !F OALL N �- HEaTpC p AT p1iAR 1.061.6 1.061.6 pERE B .OER NWL CORU.? Y RE BEAR EEIO EOE F OR PAIEI lYP4 . IIEfE F68d41ED 10 bEA IIEO n 5E T!A 7100[ CE DDn(d.W RA ' ao.D iREO111/fD, O u) i'FE R IREAUTSG NIAI.L as USED. REFER 10 AMA EEPARAMI t4 5 . ", DEIAL MEET FOR TTM EF[FYROL a h 3 4 ° FRAMING LEGEND 1i"m' ` \ ks% KaR W TF fRL S>Q �+ +.�; =PPM6 - EMI T= =_ 4"I E _∎ , Y1� - r 11 ® PM iW - ' : �L ' sF tr_-rf : EI �.�k ° m'm �E WIMP PUMP o+u =03 101055150000 OM � P-1 ...1€4W:14 ELM sj ' - F E— °�° 50.4040 m i s ". in m m m r1.. ® i ". MO m PM C i :21:FT f FFfiiiccc c, = = ==1 Mall suR .�al Nov 11.a ■r■- ,- � EFi.11 G ° C _ : r.F4 T ay. r �- o 1+" R.. m„: I mod rci - =I Ri11 l == ■• r� mum alu swm imam tax '~ . R ■' » `� '. ��r_•�E , • � .1: -z- - �� .1= 1 ATOM POP mm YRrd a.mm� UNIT 40 LOWER LEVEL / FM,. PLAN - DI LOWER "` :yam . _, "." . - - : . UNIT 44 LEVEL / FI.1D. PLAN • DI • t L:7tt:C 1T � °a.T.P :i.^_�•�•- : °••eim 1001 WON ..tneal...1. UNITS 40 44 LATERAL FRAMING PLAN A-- i ' - ' i `y ` J1 1.17.4.-7........ ��--- ..- - -»= °` "° °�° `" """"""'°"`" ewc.w•.r - I 'i3c` - - a . te r? ® .100 0••�1 m �1 (PRELIMINARY 1F2 — *E;zi'= ,?,r _:tea- -• l NOT /OR GONBTFIIlOflO t om.. ��IS rOYI10 •,05 S 1.05 • • • 1 ` • , c . ' . • t • 7,---.--- ......... . i .a.iir...i., -.I....m .., ,.........,:....... . -- • 1 1 ., • 10.0.0.14.- ; IN011=17. I '' - I ; I i n •ddlgk\‘ PIIIIIIIIIIII! ""' i '''''''''''''''''..- 'g all. 1 1 1 . c ...............,. 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C041.4.101.* .... 11E„ 0402107 ...... .... ..... , . , . •SILM11 ... .. ..... .... ... .... .. • '.....ar"....."........trerrge"4"'....... 040 ri I .1.m... 1.11i11111 1 I W '''''''. :7 '' . I:W ... na ". ::: ;V :: ; 16•7.rai .... Ali WI /110 , --.. G 19.!H'44 WV C4.11168 SAO MOWER est •AA...mes.smelma. . -:;,=== ..... . •••••■• ...., .. . ,.. ..' ;I_ / 'Vit. .... . .7: imenieurceimegazatemma ->r - , • - ...--- •,, • • ..-• ..:A [,,. , MU IIIREIMMINUIR NM 0 Z.... L.11••••■•.......A.T-ALS1212612:1-2611143.... e TYPICAL HOW DOAN g TYPICAL FRAM AT OARA611 POOR OPIRMO4 PRELIMINARY PICIT IICTI 0 N S5 .05 NOTE: ALL DETAILS APPLY AS REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IF NOT FLAGGED. ALL DETAILS N.T.S. UNLESS N.TED OTHERWISE 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.: 10009.04.02 - Unit 40 Issue Date: 6/28/06 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= DAM 22.8 = Q plf P7= 0.00 22.8 = 0 plf H= 5.50 FR -V1 = 75 plf 1-1= 5.50 LR -V1 = 75 plf FR- V3 +FR- V2+FR -V1= 501 plf LR- V3 +LR- V2 +LR -V1= 579 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 = 0 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= 505 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= 2.00 20.8 = 42 plf P7= 1.0.0 22.8 = 0 plf P7= 0.00 22.8 = Q plf H= 13.00 FR -V3 = 217 plf H= 17.00 LR -V3 = 296 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 37.00 ÷ Width 39.00 Ratio = 0.9 FDN DL REDUCTION DOES NOT APPLY I�I I Or 972 irecrure / ic. 9725 SW Beaverton Hil$tla H wy. Sui.210E Beaverton. Oregon 97005.3364 50.6.4.700+ fax 30.604.7066 rsterawanarcnksaeom Amerman Institute at Any.tecn M.'JARO wn• .conatetleacom . Lateral Analysis - Seismic Calculations ' IBC Section 1617.1 • Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.02 - Unit 40 - Issue Date: 6/28/06 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 39 :3 , H2rf = :.11:00 Interior walls /partitions = 5.00 psf A2flr = _ . 585.00 sf F 1.00 .' H1flr = . 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 = 343.00 sf S = 0.771 H2rf = 11.00 A1rf = 290.00 sf SM1 = 0.629 H1flr = ..1:00 A1w -ex = 114.00 sf SOS = 0.52 A1w -in = 57.00 sf SD, = 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 (A1flr) = 343.00 sf X 10.00 psf = 3430 # Area of lowest roof or elev. conc slabs(A1 rf) = 290.00 sf X 10.00 psf = 2900 # 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 = (( /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 VtFRnv 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 0.02 0 1739 0.31 633 2.7 X = 18232 X = 241425 1.00 1739 4595 Left to Right Level Wx Hx WxHx Fa V V total VtLR ,,. 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 0.02 All 1739 0.01 633 2.7 1 = 18232 I = 241425 1.00 1739 4595 1. Controlling V per IRC 16 -56 lC et O rcncTure�pl®nfting ' N 9725 SW ire Beaverton Hillstlale Hw Side 210111 Beaverton. Oregon 97005-3364 III 503 054.7801 tax 53.84.7669 181030:004890.95.0, Amalmn 0411000 01 01014009 14CARO rr-.eeneedleamm Shear Wall Design Approach , • IBC Section 1617.1 Simplified Seismic Analysis J 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 ellielliiiiiiii la 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 I @ MI 9' -0" plate heights = 9'/3.5 = 2.5T say 2' -7" @ 10' -0" plate heights = 1013.5 = 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 "' @ 10' -0" plate heights = 10'/2 = 5' -0" EMI 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 IC01, 1 Or cnr/p�nnig inc. 9725 SW itcctu Beavorton c Hillstlale l Hwy. Suitt n 210E , Beaverton. Oregon 97005.3364 501304 TOM fax 30.004.7309 91130.393intateel eem Nn"nCin IN10um of Ny,Oeey NC RO * w.ebm"l4toC m . I. Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.02 - Unit 40 ssue Date: 6/28/06 Upper Level - Roof Vx Wind • Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Slesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL over Load Pi Design PID Uplift=Pu HD Load HD Notes Width Force psf Wind Shears Load lf plf plf L H W Area p ID plf • Front to Rear V1 348.0 8.5 1.8 614 217 1846 1846 16.0 8.0 8.0 215.0 8600 115 WG 115 1 -3705 -3705 A V2 308.0 7.5 1.8 543 217 1629 1629 16.0 8.0 8.0 215.0 8600 102 WG 102 1 -3814 -3814 • A X = 656.0 X = 1157 Controlling p= 1.00 Left to Right V3 328.0 20.5 1.8 579 296 6059 6059 15.0 8.0 3.0 105.0 4200 404 WG 404 3 1008 1008 A 5 V4 328.0 20.5 1.8 579 296 - 6059 6059 15.0 _ 8.0 4.5 _ 105.0 4200 404 WG 404 _ 3 947 947 A _ 5 X = 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. I 0 Or c 2 irecr I 9725 SVJ Beaverton ure Hlllstlale Hw Sulto 270E nc. Beaverton. Oregon 970 -3384 111 so'. e4.4yes, we 503 545.3559 tiroar u.rnaaa am Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 40 Simplified Seismic Analysis Issue Date: 6/28/06 Main Level - Floor Trib. Seismic Vx Wind Vx V Gov. Pnl Pnl Pnl Trib. DL Pnl Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load Design Pnl. Accum. L H W Area over pif p ' Load pif ID Uplift=Pu HD Load HD Notes Width Force psf plf pif Wind Shears 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 1429 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 1429 • B X = 632.0 X = 1696 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.7 784 505 9840 9840 15.0 9.0 4.5 20.0 800 656 WG 656 5 5296 6305 E 3,4,5 V8 340.0 23.5 2.7 912 505 11858 11858 18.5 9.0 3.5 120.0 4800 641 WG 641 5 3207 4154 E 5 X = 632.0 X = 1696 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 � ror Inc. , . se `V 9725 SW Baavorten Hillsdale Hwy. Suita 210E Beaverton ORngon 97005.3304 50] aM 7661 ha 503.644 7669 I,ra®mnerUnen cam • r Ame,Gn aa0Wb al AIHW5Cb SCARS 1 ,s-- korurUNMeom . {. Client: Oak Street Townhomes Panel and Uplift Calculations - Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 40 Simplified Seismic Analysis Issue Date: 6/28/06 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic • Vx V� Gov. DL Design Accum. Brace Line Trib. Area Siesmic Force L H Wdth B rg. Load pi Pnl. ID Uplift =Pu 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 2.7 868 501 3757 3757 14.5 8.0 8.0 0.0 0 259 WG 259 1 1745 3174 H - V10 316.0 7.5 2.7 868 _ 501 _ 3757 3757 _ 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 2980 • • / = 632.0 1 = 1736 Controlling 1.00 Left to Right V11 292.0 19.5 2.7 802 579 11296 11296 2.5 8.0 1.3 0.0 0 4518 WG 4518 8/STL 36095 42399 M /STL 3 V12 340.0 23.5 2.7 934 _ 579 13613 13613 11.0 8.0 2.0 120.0 3600 1238 WG 1238 8 8018 12172 M •5 1 = 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 0 a rcrerripng i `V 9725 ni SW Be e Hillsdale l ® Hw nin Suite 210E n c. Beaverton. Oregon 9700 &3384 VII 303 .64. 1M m. 40].44..7!50 bn,Cbmn.rcrn.n mm Shear Panel and Hold Down Schedule PANEL IBC 2003 and NDS 2001 ed. PNL • Shear.:;- . Panel Material Common Nailing Sole Plate Anchors ID. Value . Requirements, Staggered Nailing DF #2 Anchor Bolt HF #2B Top Plate - Edge Merri ; • : Re . ;. ; ; t :.':';':"."7976': . � :... 1 260 1/2" CDX 8d @ 6,6,12 16d @ 6" o/c 5/8" 4' -0" o/c Connection DF#2 ' :.bF #2 7:: ;' " : ", �':.,:: , .' ; >`'; '.'; ' ,■ tot" 2 380 1/2" CDX 8d 6,6,12 @ 16d @ 5" o/c 2 x Typ. exterior wall const. 1.2,5,D,E,F @ 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 2,2,12 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 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 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 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 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 bikd ea. side 5d 1,2,3,5,DE,F @ 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 bikd ea. side 5d @ 4,4,12 _ 16d @ 10" o/c 5/8" (0 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 NA No Hold down Footnote Ne up 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 each end %R 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 '/2 equal strap length min. lap at splices end Joints. Provide ''4 lap length for continuous straps. C 4395 MST37 21 -16d each end 4 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 4 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 '/4 lap length for continuous straps. 4,6,8 F 7395 FTA7 3 MB each end 3 1/2' edge member required. Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16 - 16d or 3 MB Installation in 8" stem wall @ 8" from corner. Use LSTHD8RJ w/ Flr. Jst. 4,6,8 G1 1400 PAHD42 16 - 16d or 3 - 1/2" MB installation in 8' stem wall @' /" from corner. Use LSTHD8RJ w/ Flr. Jst. 5,6,8 Fl 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 or 4 MB Installation In 8' stem wall @'%° 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. 5,6,9 J1 7175 HDQ8 (20) SDS1 /4X3 7/8' x 18° embed. AB, SSTB28 AB, 7/8' x 16 5/8° embedment. Equiv. the rod wfSET epoxy at 1 " em be. 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, Equiv. thd rod wPSET 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 wPSET epoxy at 18' embed. 5,6,7,9 General Notes • A. Equal approved /rated material and hardware may be subsituled. 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 solld 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. Emanates: 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.) Pal & MD 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. r." °r 9. Installation with adhesives requires certified inspection. (Shear Wall Symbol I • Additional notes may appear on the Shear Wall Layout sheet. ICo Iorcflite c ture r Inc' • 1 I \� 97]5 SW B•awee" O,ego N a�yy su to 210E •..Yf 1. `...�m..lmllml ....... bm]°N.tmI 1102120200.1.1.0. ..- Structural Calculations for: Oak Street Townhomes : - ' =- _ . r' - : SW Oak .St : 9 7223. :: = _, - I f,7' :-- ,'-', /77':: .: J ✓ ' Project No: 10009:04.02'= Unit4 - ` , : d 1 . - . . , . : 9 L - .. _ ,. P • / 21,,„ Issue Date: 06/28/06:: ' .::. : _ - _ - " , .; .i 2006 BUI ® � 1 / \� "� ; tD � Design Criteria N D .. Roof Loads Wall LT CF T I^ ^ D `''t Wood Shingles "2:00. psf Ext DIVinN end 1 ply A.S. felt .' psf Siding .200 psf 2x framing & 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. 25:00Ipsf %2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf /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 %2" GWB 2.00 psf Total Live Loads I 40.00) psf Miscellaneous Q,.QQ 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: -_$: _= Site Elevation assumed: 380 • Ground Snow Load PSF: 30 , �� Miscellaneous: Soil Bearing: 1500 psf assumed S� 4›..2■ Add.Snow Ld.= ((oey�eo)anlz)+25) PSF 0 q' i. Concrete foundations: 3000 -psi mix � '.' t f . • , .. . Concrete Flatwork: 2000 -psi mix O . Beams and stringers: DF /L #1 or better • i ? /W/4 Repetitive Joists: DF /L #2 or better • d .1 OREGON a , . Columns: DF /L #2 or better, Studs: Stud Grade. @ FDN.: P.T. Hem Fir #2B or better ', r O Sills Plates cr L� Steel: Reinforcement bar - Grade 40 O� • Structural components - ASTM A36 - Prepared by: I � O � t eir2itccrurc /p► ®nning Inc. `V 9725 SW Beaverton Hillsdale Hwy. Suite 210E Beaverton. Oregon 97005.3384 ,• tie].IM4, y„� vuatQw r eemmm American beZmb el AWN.= NCARB we. NenumMtem THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS R IS PREPARED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETiATIOrI. SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL NO WARRANTY IS OFFERED OF IMPLIED. NOTIFY THE DESIGN PROFESSIONAL, PRIOR TO EXECUTION, IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. r.. NI: CT 0 04 , , t I 15' -0- • P6 -35' 4- AVG. FIGHT OF PROJECTED ROOF P5-30' -- -- — 11 11 - I - - - -- P4-25' ' P3 -20' I UPPER I P2 -15' n I' MAIN MD ijaL,Eig_q r El ES !IOU - i 1:" P1-o' UNIT 41 - FRONT ELEVATION • 39 -0 P7 -40' AVG. FIGHT OF PROJECTED ROOF N P6 -35' . -e'...-7L•m q P5-30' Inl n. P4-25' I - u P3-20' • UPPER I II I P2 -15' I�IIIIn L--II ► J • -- -- ---- u � L- 1 - - - - -- - -- - -. - -- I I I 1:: LOAfli - - -- - -- - - -- - I_ P1-0' UNIT 41 - SIDE ELEVATION D ATA �SSUEOFOR. A PROPOSED PROJECT FOR: tiD IC l V architecture /planning inc. ISSUE DATE 5/2741 SUBMISSION '\ �■ JOB DWN BY: N M UAeER 1M IS .a 07 -17 -06 c.„ m/a a: (I .. I `_�� OAK STREET TOWNHOMES, LLC ". I / UNIT 41 -D 8875 SW OAK STREET I • ,. 07 25 5 Ba W roko Kist* . 1m.A4 5 AI A ' LATERAL FRAMING PLAN ' , ELEVATIONS TIGARD, OR 97223 �G & de ME to =M.W rr_A.� SCALE: 1NF • 1'd �,- ` SHEETS TOTAL - mAktilli0 s l N7 vc NV NP. I I —w ,s !b. A 4 308 SF I' co y i Qao /i I . 1 11 I 1 II 11 r ail III 1 , III �'1 1 .I co D 1 Q °0 ,.. ) i ? i 2 ..A£ �_o. V 3 \ .__ d A= 308 SF a `L= 1 • I I A, 3A ittAi& 15 ems+ 7' -6" 7' -6" N 7711 m O M II ; Q UNIT 41 - UPPER FLOOR PLAN - D AREA OF UPPER ROOF (ARrf): 616 SF - AREA OF UPPER EXT. WALL (ARw -ex): 190 SF AREA OF UPPER INTERIOR WALL (ARw-in): 95 SF DATA. ISSUED FOR: A PROPOSED PROJECT FOR: � • 'co N®rcMitecture /pI®nnin inc. ISSUE GATE: V274)4 SUBMISSION ‹i' 1 V 9 JOB NUMBER: Irom.a 07 -17-06 V .. .. ;. :. i C - GRAVVNBr: M GIIaFL if OAK STREET TOWNHOMES, LLC chi fjo 4 ' UNIT 41•G 8875 SW OAK STREET ' • � 9725SW Beaverton H eley +m, . 50 502 644 7551 A+Gm lsImw:C1 A. r LATERAL FRAMING PLAN Ste 210E .a 50.644 7616 NCAR9 :.. UPPER FLOOR TIGARD, OR 97223 SCALE: 3/37 • 1'11' 19 J�,OF, �� &arena\Own PAXISSMI4 6.0, E .r.� ",, w " SHEETS TOTAL TYP. Atimishib., V 8 A= 340 SF •o. • - -rte _ _a- .•v.�• ' L= 1 =. 'L i t CO < p 0 ; i ce..- .. -... 11 co ,i4.1=■ I `y ii N I 1 ■M L ' MINN i w C ] C I 1 1 j I Zs, a tf)/5 Ii 11 If co V 7 • .-- A= 278 SF I 1' 15 I' 7' -6' 7' -6' N III O M L(7 ∎0 u >¢ � UNIT 41 - MAIN LEAEL PLAN - D AREA OF UPPER FLOOR (A2f1r): 571 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: ED - iC A I®rchitecture /pI®nning inc. S27/04 ISSUE DATE: S27/04 SUBMISSION I l V JOB NUMBER: 10D09a 07-17-06 c� 1 / j , �■ DRAWN EN: NMS OAK STREET TOWNHOMES, LLC P '' r r y UNIT LATERAL 8875 SW OAK STREET • 9725 SW Bovaml�EtieF%. msw wT6II Fr� „ r , t ma an ro+ , TN NO PLAN MAIN FLLO TIGARD, OR 97223 /A (`(�v� 5i°°"'� h ' S0 N - "� ' SCALE: •. 307 • 1'd • ” ..... OF � e�� ae ym Oransas� �� .�.n� r v.Aznwcn4aY mn . ..> • SHEETS TOTAL !: V L L ® 2 • 1 I A 1 3 40 SF - �j mao ... _ .� PL= 11 PLf \ pr-1 I I� 00 ,$ 1 co 4 {p 1 \H • it 0 -- . N i ; 21 ;I ;I i 10 S � _ i; co I n WA, '', ,/ ii - /4:1 NAIL PLYWD. r/��/'^ ,� ,, A SHTG. UNDER 1G'.6.5/" Ng W/ 8d ®4,4,12 I � ,404 4.�.0 17 :47 P UNBLKD. i f/ j / ' i •. HD CONT. GRADE I ,i ,/. / OUNDSPLAN �i % / Bi�;, -4 A 1 2 SF — – – – - L= . 0 L STEEL POST, I DRAG LINE TO I STEEL POST, SEE FRMNG. PLAN STEEL COL SEE FRMNG. PLAN 7 ' -6 7-6 rii 6/1 O crN CI O 11 >a UNIT 41 LOWER LEVEL / FN D. PLAN - D . AREA OF LOWER FLOOR (Alflr): 343 SF AREA OF LOWER ROOF (Alrf): 276 SF AREA OF LOWER EXT. WALL CAIw -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw -in): 57 SF DATA: ISSUED FOR: ®Fc IIICCI uF e� I®nmin Inc. JOSHUA/JEER. ro�a SUOBMISSSIION A PROPOSED PROJECT FOR: � �RtiD . � es N P 9 BY: MIS 6,7 DN0LL / ^L r. 4 DRAWN ``� . �..:.�, OAK STREET TOWNHOMES, LLC cc Iqv y t: UNR 41 • D 8875 SW OAK STREET �/ • 97 s^ ' �* M.Y. b. ^ w sw m,in 044.7651 A_. l.mA arade.eA FRAMING FRAG PLAN '' • �� B- . ' SSob 770E Ic 500.644 7560 ?. AR9 LOWER FLOOR TIGARD, OR 97223 9 �' F 4 °+SR S 97053;64 �' " .,.,,,,, ,,, ,,.oun -. SCALE: ver•ra 0 1 SHEETS TOTAL ,.. •._ .. • J c SI pp .fL10� A91♦ C Y i " Z' u L , T "S' ' L Y ST l .ELI O L C. o • ' o ' 1 !I \I Ir \! ! = I A = L I '1 1 r 111 lig 3L ._ z I 14 . .il! I��;I;I �' �` , �'.1 o:1 f E 31 illiil o I s' ` TOUCHSTON. I I I I I -- I I� I n .r..tz. r. it r..¢. .r..AI. AT. 4.12.1 15 ir. 15 0 UNIT Al - MAIN LEVEL PLAN - D UNIT 46 - Tuna LEVEL PLAN - D WIT 41 - UPPER FLOOR PLAN - P UNIT 45 - UPPER FLOOR PLAN - P J I- N z E e� II .t2. II 435 O .L y rn u. K r 4, I 4�►. y o D a � E ,r, m TdDIE a a to- ~ ma _ ALL ENIQLLR T !ACM TO T APA RATED RESIDENTIAL L C y ERAT-E6 Df RO AT NEAR RELD OM OEDER DOLL L OELLT CO T TR NEAR SOEDRE FOR PAWL TM DERE FREDRATED 0 • II II I DEATO ISRERRdD. SA DOCOLAS A GADF6ERTRD. N TYRE A NEARING ARING WALL BE USED. E. REFER TO AREA EEPARADCR J ° ° DE NE FOR FIORE NanarKR h. FRAMING LEGEND � ° ' I I u Shear Pnn �o� Homed �m Schedule Schedule A. .. "��. m • ' " x ° ` °' NO R �,c a m me t Il 7 l wiT�r, � R� R E .. ., ..0 ' v .. _- b ".J,. owe ma on ✓ v im �` , — - • rW N. -S -0_, r R I 4,2:: J u'L i C � rf rYnci� y MUMINA M.O. 51.151454,1 . P I ur ---7' u.m ��. ,rm .®. I R.. uRR I mn �. 1. �: "_ ,I r � w®w¢ eew..0 .ma "° . ml M RI ME ti MO m, Pi rad ti Ii MIr `� a. rr r.....�: COMP tame. wu UM ccaa pop ..et Pill OVA 54.P. AMAPA PM MP t� r J'_SI'. ri r' AT..a�� - r _ —�� I OE ®T' PG ;` WANT° ZVI MO 5.04.01 UNIT 41 LOWER LEVEL I PND. PLAN - D WIT 45 LOWER LEVEL / FWD. PLAN - D • t C, C: 'Vair..•9.rJF.Z7IT.PAZ — ^•— � � n •K'r•°•'•'^• : = �ZLV:rst Ir. �r =l _ _== tavn` -- . u.n.ILG PIM t .. °r = 771∎ 'Y�`i+ wo ur[nuRweuww UNITS 41 1 45 LATERAL FRAMING PLAN _::. - _ um. ® .RAO n.. eALE.ne.F.D• PRELIMINARY �i ' .a•�j 6�• -. �^sL- —• .�. d Nat /NM S1.06 • NOT TOR DONOTRUDTIDN I ' 'rgsly�= s —. - - -- • • L • , . - t ! ..1.--.=,:= ..1■,== R ""°'""""'''-'''' opM•NaL .. !..,......... ....■ 0 1.11101.1111 .. , :Loam. .g 1 1 ra6 1.40 01111 . 1 1 k 1 '1 -- - ; - -- i .. " 1 ;,•: 47 .= "°. '''''' MHO= .. .... IFITAM1111111/ ...MM. Las ...A..... ..,.. - -r-zr '' ..^-...t•-. .1 2 ' I III =ma— F=ar.z-r. Boma= ......= .4";;S"'""7. . i :."7:::::1::' 11 II T III. il SW,. bay illtrar1:41' . • 06HVAR TAMER. Biwa 0814BAR TRANEPIR • C.ANTNIVER H.D.I 7N TO Wj mmecm/A 'ma Oa +MAIM% Cr/EAR TRAM . 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MAME AT ()ARAM DOOR OPEAllgAg4 PRELIMINARY ADT-1,0141-CONellttiCITION S5.05 NOTE: ALL DETAILS APPLY' AS REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IF NOT FL AC,C,ED. ALL DETAILS N.T.S. UNLESS N. TED OTHERWISE 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.: 10009.04.02 - Unit 41 - Issue Date: 6/28/06 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= 0.0Q 22.8 = D 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= 579 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 = 0 plf P7= 0.00 22.8 = D 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= 505 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= 2.00 ' 20.8 = 42 plf P7= 0.00 22.8 = 0 Of P7= 0.00 22.8 = 0 plf - H= 13.00. FR -V3 = 217 plf H= 17.00 LR -V3 = 296 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 ` 37.00 + Width . 39.00 Ratio = 0.9 FDN DL REDUCTION DOES NOT APPLY , r Or ct,planflif 9 Pl c. `V 9725 SW nitec Beaverton Ure Hillstlale Hwy. Suite 2 0E i Beaverton. Oregon 970053364 I1 • 501684 768, eaa 503 Inteaconarchkeml can Amvan ln50Wb d AmJ,exp NCNB w *. imrortJYbcLmm • Lateral Analysis - Seismic Calculations , IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.02 - Unit 41 Issue Date: 6/28/06 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 = • 190.00 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 = 571.00 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 RJR = 6.5 H2flr = 12.00 A1flr = 343.00 sf S = 0.771 H2rf = 11.00 Al rf = :: 276.00 sf SMI = 0.629 H1flr = . 1.00 Al w -ex = 114.00 sf Sps = 0.52 A1w -in = 57.00 sf SDI = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 616.00 sf X 10.00 psf = 6160 # 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) = 8535 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 571.00 sf X 10.00 psf = 5710 # 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) = 8565 # Area of 1st floor & walls Area of 1st floor (A1flr) = 343.00 sf X 10.00 psf = 3430 # Area of lowest roof or elev. conc slabs(A1 rf) = 276.00 sf X 10.00 psf = 2760 # 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) = 7615 # Total Mass (TM) = 24715 Base shear Front to Rear Left to Right V = ((1.2 *SDS) /R = 0.095 W V = ((1.2 /R = 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFR Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.31 619 2.7 E = 17654 1 = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa V V total Vtuuw Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.01 619 2.7 $ = 17654 / = 231264 1.00 1684 4437 1. Controlling V per IRC 16-56 IC ON ®rcPlit ®fi ning ftc. 9725 S Beaverton rure Hillsdale Hw Suite 210E i Beaverton, Oregon 97005 -3364 II 503 644.7601 fax 5070.L7569 YEO@eWtlleeCefm Amerban Ire58 aAratlbcta NCARa .ar murtnam.axa 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: T Type C (Simpson MST 37 wood to wood) 3815# allowable IPu2 YP ( P ) = Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over 0 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 = 2.5T say 2' -7" @ 10' -0" plate heights = 1013.5 = 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 "' V II @ 10' -0" plate heights = 10'/2 = 5' -0" • Era 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 inc. 1 9725 SW Beaverton Hillsdale Hw Suiro 210E Beaverton. Oregon 97005-33&4 5e1.i. 7661 fG 5030 &1Ee9 In eom pmCein OOUM 4 NUUION Nye wr.lf4noTlJ60.Qom Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.02 - Unit 41 ssue Date: 6/28/06 Upper Level - Roof • Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V Gov. Lngth Hght Wdth Br g. DL over Load Design PNL. Width Force psf Wind Shears 9 9 9 Pi Load plf ID Uplift=Pu HD Load HD Notes pif plf L H W Area pif Front to Rear V1 308.0 7.5 1.8 555 217 1629 1629 16.0 8.0 8.0 215.0 8600 102 WG 102 1 -3814 -3814 A V2 308.0 7.5 1.8 555 217 1629 1629 16.0 8.0 8.0 215.0 8600 102 WG 102 1 -3814 -3814 A = 616.0 = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 296 6059 6059 15.0 8.0 2.5 105.0 4200 404 WG 404 3 1029 1029 • A 5 V4 308.0 20.5 1.8 555 296 6059 6059 _ 15.0 8.0 4.5 105.0 4200 404 WG 404 3 947 947 _ A' 5 X = 616.0 X = 1110 Controlling p = 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. N cnlre p n i l ang . 0725 SW Bo ove cr u rton Mllstlale Hwy. n Suito in 210E Inc Beaverton, Oregon 97005.3384 1 003.944 7611 rer 901.944.7669 Yrre.6cn•,w5en tern Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 41 Simplified Seismic Analysis Issue Date: 6/28/06 Main Level - Floor Trib. Seismic Vx Wind Pnl Pni Pnl Trib. Pnl Vx V� Gov. DL Desl Brace Line Trib. Area Slesmlc Force 9n Pnl. Accum. Width Force psf Wind Shears Lngth Hght Wdth Brg. over pfd p+ Load pif ID Uplift=Pu HD Load HD Notes pif pif L H W Area p Front to Rear V5 309.0 7.5 2.7 821 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 B V6 309.0 7.5 _ 2.7 821 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 B X = 618.0 / = 1641 .. Controlling p = 1.00 Left to Right V7 278.0 19.5 2.7 738 505 9840 9840 15.0 9.0 2.5 20.0 800 656 WG 656 5 5389 6417 E 3,4,5 V8 340.0 23.5 2.7 903 505 _ 11858 11858 18.5 9.0 3.5 120.0 , 4800 641 WG 641 5 3207 4154 E • 5 " X = 618.0 / = 1641 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 �0 r®rcnr/pl®nng N 0725 SW lrecru Boaverton e Hillsoalo Hw Suit 210E Inc. I II Beaverton. Oregon 97005.3384 903 644 ntet tax 503.644 NM .vegleenen»eM Awn Murinn rneehne d 44th4 0b NLRB w- .ImnenrM ma • - Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 41 Simplified Seismic Analysis Issue Date: 6/28/06 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V � Gov. Lngth Hght Wdth Br DL Load Design Accum. Width Force psf Wind Shears g 9 g ' over plf p ' Load pit Pnl. ID Uplift =Pu HD Load HD Notes plf pit L H W Area Front to Rear V9 309.0 7.5 2.7 840 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 2980 H V10 309.0 7.5 2.7 840 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 _ 2980 H = 618.0 X = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 579 11296 11296 2.5 8.0 1.3 0.0 0 4518 WG 4518 8 /STL 36095 42512 M /STL 3,4,6 V12 340.0 23.5 2.7 925 _ 579 13613 13613 11.0 8.0 2.0 120.0 3600 1238 WG 1238 8 8018 12172 M . 5 I = 618.0 I = 1681 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 C OI (V r®r 9725SW crure/p ng Inc. 9725 SYY Beaverton H iltsoa ! Hw Suito 210E Beaeenon, Ore 97005.3364 ea 503 .844 7681 fox 60.644.7668 11891365.0urrr6en can Shear Panel and Hold Down Schedule PANEL IBC 2003 and NDS 2001 ed. PNL • Shear,— Pan Material. Co mmon Nailing ., - Sole Plate Anchors ; Top Plate Edge Mem. Remarks' ID S Value Requirements.. ` taggered Nailing DF#2 Anchor Bolt HF #2B Connection DF#2 DF - - .-. Footnote- _. 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 o/c 3 x @ 12" 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 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 ca 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 o/c 2 x @ 12" 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 2" o/c 2 x @ 12" 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 12 175 5/8° GWB blkd ea. side 5d 0 4,4,12 16d 0 10' o/c 5/8" 0 4' -0" o/c 16d A 6" o/c 2 x 1,2,3,5,DE,F HOLD DOWN HD ID. UOIlfUload, Simpson Model:# - Fasteners • Remarks ' ' ,s• •- : ; : '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 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 '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 '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 '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 '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/ Fir. Jst. 5,6,8 G1 1400 PAHD42 16 or 3 - 1/2" MB Installation in 8° stem wall @'/" from corner. Use LSTHD8RJ w/ Fir. 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/ Fir. Jst. 5,6,8 H1 2210 HPAHD22 23 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 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 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 18 5/8" embedment. Equiv. thd rod wPSET' 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 Nntn' • 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 dlam. 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 Ind.: 2500 PSI Conc. Sgl. Pour 15" x r fig. 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.) Pnt HD 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. r. all Symbol I 9. Installation with adhesives requires certified inspection. I Shear Wall Additional notes may appear on the Shear Wall Layout sheet. I arcnitecture�plann Inc. ` V % 25 61N 9 IUI\tle4 SNb 210E BIOVlflOq'7::970 " '� r bl\M . 1M1 to \"1 M l.IM\ M�b,S MM CV° Structural Calculations for: _ - :Oak: Townh _ "Oakr � : re t ° , ;.y.:,:a- r ate,: . = : {� „' ". ;. �. :S:1N St e . x = 97223 � ... , . " . - Project No: 1.00 04:02 <lJnit 42 � . 7 l i::� j \� ., • Issue Date: :06 /28/06 ; ::: :; is -= , -, Cf i y c JU L r./ • ° �n� Design Criteria ' "" �' FL®! Roof Loads Wall Loads / ! Wood Shingles 72:00; psf Exterior 1 ply A.S. felt . r% x;50 psf Siding :: 2 :0Q: psf 2x framing & plywood sheathing A:' ; f 0:Q psf 1 ply A.S. Felt '� -0 :50 psf Misc.&/or Snow load > 30 PSF 1`;. -' 1' 50',psf %2° plywood sheathing i - ).-2 1 ,'00 psf Total Dead Loads 10.00 psf 2x6 framing :...: psf Total Live /Snow Loads 21,04 sf /2 GWB > :° 41;7; psf Total Roof Loads 35.00 psf Miscellaneous =`0:75 psf Floor Loads Total Ext. Wall Loads 10.25 psf %2° underlayment `' : ;50 psf 3 / < plywood sheathing 8.Q0: psf Interior 2x Framing ;;;;:;:5:00 psf %2° GWB :A:: psf Miscellaneous 5.50' ps 2x4 framing ='I > :00 psf Total Dead Loads 15.00 psf %2° GWB ; T Z00 psf Total Live Loads 1 40 :00Ipsf Miscellaneous 'Q;QQ psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf • Elevated Concrete Floor DL = l ::.:.:: 0_001psf 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 : _r.,, - ,.1- Basic Wind Speed /3 sec. Gust: >_ " . Wind Exposure Factor: ` B., "11 Site Elevation assumed: `: 380. ' Ground Snow Load PSF: 30 " Miscellaneous: Soil Bearing: 1500 psf assumed �� Add.Snow Ld.= ((E7ev- 380)81212) +25) PSF 0 40 Concrete foundations: 3000 -psi mix 0.'1, � Concrete Flatwork: 2000 -psi mix Beams and stringers: DF /L #1 or better 1 . ,;;I, •',, • . - 4. Repetitive Joists: DF /L #2 or better L 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 (` + 0 Prepared by: O 0� I r elrcflitcctur c / on 9 inc. t y g7Z5 SW Bea erton H �IS OaI G Hwy. Suke 210E Beaverton, Oregon 97005 -3384 507.614.7661 tax 503.614.766e Ma®ImnWi°CGmm MAnon 6sedb of AI°Neep NOARS �N.IDaIiWf.°GOam . THE 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 EXECUTION, IN' THE EVENT OF AN , AMBIGUITY OR DISCREPANCY. Vxson: 07 01 IA • I ,5• -0- I P6 -35' AVG. HMV OF PROJECTED ROOF • 4 P5 -30' • • Ii ' : ------ I " P3-20' II UPPER t III P2-15' -- - -- — __ - - -- FR MOM I. I -_ - -- o WIN O -- - - --- _ Ti oa -- - I iiiiT -- 0' I i • I UNIT 42 -.FRONT ELEVATION • • • P7-40' • • • AVG. FIGHT OF PROJECTED ROOF r P6 -35' ' P5-30' , ,,,.--'" -------.--....."-- TTI J 7 - - - P4-25' • I I I ' P3-20' . ' UPPER — IC I -- I » P2 -15' IilhIII11 2 [ - - - --- I I I - LEAVER • • UNIT 42 - SIDE ELEVATION DATA ISSUED FOR A PROPOSED PROJECT FOR: ED , • )� A f®rchitecture/ Tannin Inc. ° DATE 58764 SUBMISSION �Q 1 l V p 9, IoeNUMBER I 100:6.01 cy DVaa 17; , , x . 07 -17-06 �S t a• �. DRAWN SY: IRS c if: � } OAK STREET TOWNHOMES, LW t fit e _ UNIT 42-A1 8875 SW OAK STREET kw m sma«.Tm+ a^�= *^ LATERAL FRAI@TC PUN Pn IfdsL6 Lt ..7. . .TIGARD, OR 97223 fat 503.044.7669 NC RS 40 1 ' F,. e�L�arom 071:05.3281 a .ra-+mo ,. r m„ ° SCALE: ,ne • NT G SHEETS TOTAL ., f.:0 0. • m04010 s L v: Nir NP. ►a • - A 4 308 SF r ik€ > I `^ 1 5 I fl 1 1 s 1 \ I . `iG� I I 1 I N t:l I 1 I I 1 1, I 1 11 7 MI \ I I . I / IF o Ib> . Q i S 3 I?/ C V 3 - -- A= 308 SF ' = 1 'L I I e 3A ■AiTa 15 c $'r' 7' -6° 7-6' 1` N CO O ro .N n �a • UNIT 42 - UPPER FLOOR PLAN - Al AREA OF UPPER ROOF (ARrf): 616 SF AREA OF UPPER EXT. WALL (ARw -e)01 195 SF AREA OF UPPER INTERIOR WALL (ARw -in): 98 SF ISSUE DATEAT5AR)IDI 4- ISSUED FOR A PROPOSED PROJECT FOR: QED • 1� N ®rchitecture /pl ®nning inc SUBMISSION �� 1 O � v .RIB NUYSE0. 10009.01 07-17-06 J+ ^, DRAM BY. ALS OAK STREET TOWNHOMES, LLC ae VP I/ UNrt 12•.07 9)256 Y/ p.m,. KMb WK. Id 543.644.71151 /vmtm, .30 Of AraduG LATERAL )TW�ONG PLAN 8875 SW OAK STREE UPPER ROat TIGARD, OR 97223 �y ,.:_G seSemaE m9A.44U191 A SCALE : >rQ • Td OF V BavMa1 OreOm 97005.3!44 ds0�mmcimNmn •wAarwcn4a SHEETS TOTAL • s l Ai AM ©AM TYP. Ali V 8 � �, -, ��.. A= 340 SF — � • L ° 1 ' ii Co •� 'f ( v- 00 Ili i t I in I R'II I ` . H IE ' J i 1 1 S D3 'k i • QO f . f' • V 7 °.o_o_Q.•.: ,, ,; :s,..ov o A= 292 SF '= 1 • ��Att■IID 15 'M 7 -6 7 -6 • N. N. 0 • %0 • ^ � M U) up II II tea.. >a • UNIT 42 - MAIN LEVEL PLAN - Al 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 DATE 3-27100 SUBMISSION A PROPOSED PROJECT FOR: ED • 1C° A 1 ®rchtecture /pl ®nnil;..:,.:.g inc. JOB NUMBER: 10009.04 07 - 17 - 06 l LWIFi `, ; , i .,. � 1 • • l � x.,.w:[�. DRAWN BY: LOS OAK STREET TOWNHOMES, LLC • c,a /11/ 2"� UNIT 42•A1 r• 97 25 SW&swtm Hum. ft. 44507.644 Amncm: Wl.'L7u olArddcR.. LATERAL FRAMING PLAN 887 SW OAK STREET MAIN FLOGR TIGARD, OR 97223 1j , ..:� S6e210E la 503.544.1669 N.AR9 .. .. SCALE: 3/32' •Ta OF 1•%. Iawurt Oregon 971:03-3231 uvn wwx - �-�� SHEETS TOTAL • . LL Aft • —°-'_ A= 1; 4101 rr Co is f DO if CID ii, G - -- M s N I n '---:- -0 ■ 0 ••L+m ` 1 rm NE 1 f , I .1 1 � w DRAG LINE TO • I: STEEL CQL 1 i I.-. A 11 29 2 SF CONT. GRADE _rill L= BEAM, SEE .-- r - 1 FOUND. PLAN STEEL POST, SEE FRMNG. PLAN illak 2.50 liwrzEr T'P.HD 7' -6' 7' -6' L N Nl vp T � M V ' O \\ 11 \ II • /Q /Q • UNIT 42 LOUJER LEVEL [MD PI. AN .4I AREA OF LOWER FLOOR (Alflr): 536 SF _ AREA OF LOWER ROOF (Alrf): 96 SF AREA OF LOWER EXT. WALL (Alw -ex): 179 SF AREA OF LOWER INTERIOR WALL (Alw- in):90 SF DATA: ISSUED FOR: CSSUE a 5/27/04 SUBMISSION A PROPOSED PROJECT FOR: SE ED IC °N rchitecture /pI®nning inc .� ► V � w Jae�NUlsgR � m D7 -17 -06 V ata&L /• -: �. � y UNIT 62 -At .c;`: :: OAK STREET TOWNHOMES, LLC rid/ y _ DM 514• Bmvatm lO�k MW tel ambv.LVldul NArJdum LATERAL FRAMING PLAN 8875 SW OAK STREET , ,.. .,,.. • . _ side 2l� Ito 60:144.7669 WARS SDWER FLOOR TIGARD, OR 97223 9 . OF %' B GO e. -IeA L>,e. 11 /0 3 5235 4 mp w. .,m�,. ..e.,,eea.can ' ,," SCALE: 3/32'• 1,4r SHEETS TOTAL ;,. • • R.R. uu /J.tL •Y j.' y 1 • ' ,yo R. uu . Ilia &la AL% AM RI IA, 1— ' — T m. - I ir Ai. „�, 1 mom ill I • IF " l a° - ; ° �lil 1E MI 'II 0•ET•N ° 71” f r4i °, d° °e ms► i � o 4. 'r' u, A r. � _ = = .1 TOUCHSTONE Is al, n nary Ia "r n n 4-'1 . u z IINIT 42 • MAIN LEVEL PLAN • Al UNIT 46 • MANI LEM. PLAN • Al • • UNIT 42 •UPPER PLOOR PLAN • Al 0 IN 4B • UPPE FLOOR PLAN • Al d 11 .EL. • L' Oj lil W �"j -.7 ‘7'!' W II `. Alain WA .` d • � . ` o a mF >= Au EMOTIOR ueAn»a ro ® wFa ENRµ mu a • • I d8A74N5 DCFPI Ai SIO. PANB! OERE R 9RDER SO BIALL ObISLLI U - - BlAA OOS:OLB FO PNm MT. 11ERC F6S:•RATED N "II •. X O O O UISED. a10' 11000 DFNl61..WA RAI' 00.D RIREpIATfp, • nr c euemIOO MC. BE 16E0. REFER TO APRA SEPARATION O _ e OV AL ORLI FOR FORE MOW4II01 ■ ,�► , � ° + l _ Shear F , ° : _ fir FRAMING LEGEND Hold Down ScIndula 't* � f� l l � 7a7•I� ® .moo �...., • mama 'fin. I ,_T ft pi • �= r,. � n Rf ® bum. .m •'4 . °! N. i � m � [ �; { q � � + . ' ,i14i - ti� # � �3 � I•� sam •re.au av ■ z R. 11 L•�i.�.G,AU nw o a ua R r • ' ; .� �i : [e F '_ � � :..rr Ov=. eew shim i b s 1- m. i• P'• come mantra nYl ,31 ......... 1 .��_ :-- 4 R - "2:°"" �.� - ,r�� - � -'R.1�- - =Y� r =_7 me na m" aue°" LWOW% room laumar. tag ne • - . ? r ' .� 4+mm°.o mm enema ewe LOWER LEVEL Vs` - as....m...... UNIT 42 L L / END PL • Al � t 'k' i •' k I 1 0.®. A WIT 4B Ldu6Q LEVEL / END. 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WM. lj • . , ,.. .7.4.7.1.1 .' 1 praf Magri, e.... • ...le •X"..k. .........•••••••••••• 1'. lialiM G1,11 r • ??,.:•....:. • r:...:: , ..... M'ACZZ.T" WM 0 error.= arra. orcpar■ EZEREERI S5.05 NOTE: ALL DETAILS APPLY AS REWIRED AND si-IALL BE USED IN SIMILAR LOCATIONS IF NOT FLACFGED. ALL DETAILS N.T.S. UNLESS N■TE.. ■T ER I E 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.: 10009.04.02 - Unit 42 - Issue Date: 6/28/06 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 pif 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 pif P4= 0.00 16.6 = 0 pif P4= . • 0.00 16.6 = 0 plf P5= 0 :00. 18.4 = 0 pif P5= 0.00 18.4 = 0 pif P6= , 0.00. . 20.8 = 0 pif P6= 0.00 20.8 = 0 plf P7= ' .000 22.8 = 0 pif P7= • am 22.8 = Q plf 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= 579 pif 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 pif P2= 5.00. 14.7 = 73 pif P3= . 0.00.. 15.8 = 0 pif P3= s 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 pit P6= .i_ ;:0,00= 20.8 = 0 plf P6= .f - E0:00,..-7. 20.8 = 0 pif P7 = 0.00. 22.8 = 0 pif P7= sun 22.8 = 0 plf H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 pif LR- V3 +LR -V2= 505 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 pif 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 pif 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= 2.00 . 20.8 = 42 plf P7= . DID 22.8 = 0 pif P7= . . 22.8 = 0 plf _ H= 13.00 FR -V3 = 217 plf H= 17.00 LR -V3 = 296 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 37.00 _ Width 39.00 Ratio = 0.9 FDN DL REDUCTION DOES NOT APPLY I arcnirecru�pn in C. l V 9725 SW Be rc ave Hiiistlale l® Hw Suite 210E Beaverton. Oregon 97005.3984 III 503.e55.7ee+ d. 603.6.1.7500 050.5 mm • Ammon Irt020,05 of A,wrov N;raa w..lemu,e,retcm, Lateral Analysis - Seismic Calculations IBC Section 1617.1 - Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.02 - Unit 42 Issue Date: 6/28/06 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 = , T'c:,195:00 sf S . 77.1.:"; H2flr = 1.2:00 Exterior wall = 10.00 psf ARw -In = 98.00 sf S 39:3 H2rf = ..1 1 :00 Interior walls /partitions = 5.00 psf A2flr = " 585.00 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 = 195;00 sf RFR = 6.5 HR„ = 25.00 A2w -in = 98:00 sf RLR = .6.5, H2flr = 12:00 A1flr = 536.00 sf S = 0.771 H2rf = 11.00 A1rf =' . _96;00 sf S = 0.629 H1flr = :. .1,00 A1w-ex = 179.00 sf SDS ='0.52 A1w -in = ' 90.00 sf SDI = 0.42 Mass Calculation Area of roof and upper walls Wght . Area of upper roof (ARrf) = 616.00 sf X 10.00 psf = 6160 # 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) = 8600 # 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 (A2r1) = 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) = 536.00 sf X 10.00 psf = 5360 # Area of lowest roof or elev. conc slabs(A1 rf) = 96.00 sf X 10.00 psf = 960 # Area of lowest exterior wall (A1w -ex) = 179.00 sf X 10.00 psf = 1790 # Area of lowest interior wall (Al w -in) = 90.00 sf X 5.00 psf = 450 # Mass of 1st Floor (M1f) = 8560 # Total Mass (TM) = 25930 Base shear Front to Rear Left to Right V = ((1.2 *Sos) /R = 0.095 W V = ((1.2'S = 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total Vt Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 48 1766 0.29 632 2.8 X = 18521 X = 234857 1.00 1766 4642 Left to Right Level Wx Hx WxHx Fa V V total Vt Am. Area psf - Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 • 0.27 633 2.7 1st floor 6114 1 6114 0.03 48 1766 0.01 632 2.8 - X = 18521 X = 234857 1.00 1766 4642 1. Controlling V per IRC 16 -56 ‚ C O tarcflfrecrure /pl ®Pining ea DOS GA RR ' V 8 ?26 ace Hbdale H. SWfe 210E Beaverton, Oregcn 8 ?DOS 3354 tax 603 0..7689 tioalconmehttAcuom Amerialn hula,. of Artldl6b NGRD Rw. � 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: 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: IPu2I Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over • iiiiii t u " : 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' -?' ®: • . @ 10' -0" plate heights = 1073.5 = 2.86' say 2' -10" Minimum panel widths in Seismic Zone 4= (2:1): IPU1 I @ 8' -0" plate heights = 872 = 4' -0" is @ 9' -0° plate heights = 9'/2 = 4' -6 "' @ 10' -0" plate heights = 10'/2 = QS 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 1C° r ®rcfliTe inc. I N 9725 sw eoavonon crure HOlso Hwy l . suite 210E • 11111 Beevanon. Oregon 97005.3364 BO1BN.7001 f4'Al0N.'76BB Maeeitldearew • AlilatIC011111221.10 NCAa9 w"J Gtom Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.02 - Unit 42 ssue Date: 6/28/06 Upper Level - Roof Vx Wind. Pnl Pnl Pnl Tab. Pnl Brace Line Tab' Area Trib. Seismic 1 /x.: V Gov. SlesmIc . Force Ln th De s i gn 'PNL - N ; Width Force psf plf Wind Shears g Hgh1 Wdth erg: Dl. o Load. p� Uplift =Pil- HI) Load Hp:' ' Notes pif L H W .. Area plf.. Lo d..PlfV . lb Front to Rear V1 30 7.5 1.9 577 217 1629 1629 16.0 8.0' - 8:0 215.0 8600 102 WG 102 1 = -3814 -3814 "'; !A . V2 308,0 7.5 1.9 577 217 1629 1629 16.0. 8.0 8:0 '215:0 8600 102 WG 102 `1'; -3814 -3814 :: "A:i 2 = 616.0 2 = 1155 Controlling p= 1.00 Left to Right V3 308:0 20.5 1.9 577 296 6059 6059 15.0 8.0 3k0 105.0 4200 404 WG 404 :3 V 1008 1008 -''A :: =. •' '5 V4 308.0 20:5- 1.9 577 296 6059 6059 _ 15.0 8.0 4.5: 105.0 4200 404 WG 404 ' 3 947 947 A ;; ;>_•: 5 ." = 616.0 2 = 1155 Controlling p = 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. 1(0 kra rcftltecture /pier iirng Irlc. 0725 SW Beev Hlllsnalo Hw SWte 210E Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 42 Simplified Seismic Analysis Issue Date: 6/28/06 Main Level - Floor . • Vx Wind pnl Pnl Pnl Trill Tab.. Seismic sies Vx VG Gov. . i , ..' 6 ..2 is:ACCUM.:; Brace Line Trib. Area m ,rorce. Pnl Lngth Hght Wdti Brg DL L oad P De Sign Pnl ' . Lod pit ID ..1.1;)? ." - I'z"•: :) Width Force psf : HD Notes over Wind Shears _ H W Area . plf Front to Rear V5 '316.0 7.5 2.7 859 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 V6 316.0 7.5 2.7 859 426 3197 3197 160 90 8.0 0.0 0 200 WG 200 1 1429 1429 , • X = 632.0 X = 1718 Controlling p= 1.00 Left to Right V7 ; 19.5 2.7 794 505 9840 9840 15.0 9.0 4.5 20.0 800 656 WG 656 5:' 5296 6305 V8 340,.0. 23.5 2.7 924 505 11858_ 11858 - 185 9.0 =3:5 120.0 4800 641 WG 641 6 : 3207 4154 X 7 632.0 X = 1718 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. 0 ors121 - Is 503 814 7881 £64 803 844 7689 .100,can4renna. Oen, American Inialb.ge el Atchilect. NCARI1 wveti leenarchltel.03,8 • • • Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.02 - Unit 42 IBC Section 1617.1 Simplified Seismic Analysis Issue Date: 6/28/05 Lower Level - Floor • • Trlb.., Seismic . Vx Wind, '' • Pni Pni PhI • Tr ib. Pni ;:Vx • VG Gov.. - :ti Brace Line : - Trip. Area Seesmic, Force Lngth Hght Wdth Br DL Load D ®sign. Accum Width Force pet Wind Shears g P� • Pill, ID ll ' lift =pu • plf .. pit �: L, over Plf L plf P -; ; HD;iL'oad::.HD.:''ti ;.Notes Front to Rear H. W Area, V9 31.6.0 7.5 2.8 883 501 3757 3757 16.0 8.0. 8.0" 0.0 0 235 WG 235 1 1550 2980 V10 316:0 7.5 2.8 883 501 3757 3757 16:0 8.0 8.0 0.0 0 235 WG 235 1 1550 2980 X = 632.0 = 1766 Controlling 1.00 Left to Right V11 292,0 19,5 2.8 816 579 11296 11296 2.5 8.0 1.3 0.0 0 4518 WG 4518 8ISTL: 36095 42399 M /STL : V12 340:0. 23,5' 2.8 950 579 13613 13613 ::11.0 ` 8;0 2.0. 1 3600 1238 WG 1238 8 8018 12172 X = 632.0 X = 1766 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 trn' Iorc nirccrurcipianning inc. Shear Panel and Hold Down Schedule PANEL IBC NL : Sfi�a�;' ?P 2003 and ND 01 ed. ='' t ,. an Cb 1rflbnNaii bie.Pla S 20 • al�e.�J, , . ".... .: . . ,-. . :.., �. -.- Plate .... : ,Ea" y - ... , - . a em ..,, .r, -_,: _;. ..R u r' P g M i .efrieri - RBinarli . Sts . et• . Aft ed Nallin " � Anc '" If HP##2�; � - - a = i ;. ,: ,::�� .ti4+F - ... hor: , _ ,. Conhectiorid]F#2 `. . �i' M �� '�:: •: : �,.. ;s; , ; , - , -, ootnoEe 1/2° CDX 8d @ 6.6.12 16d @ 6° o/c 5/8" @ 4' -0" o/c 16d 5' o/c .. -'. , pF #3 :., t u e ? l iar''. 3 , wa ! >onst.'rl ii;t'':' !::. i:i: 1 260 ::!'; 2 380 1/2" CDX 8d © 4,4,12 16d o/c oC! 3 x Typ. exterior wall const. ,4,5, ,D, F °e 5" 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 3" o/c 1,2,4,5 „D,E,F 4 640 1/2” CDX 8d @ 2,2,12 16d C� 5/8" @ 2' -0" o/c 16d @ 4" o/c & A34 © 12" o/c 3 x 7,2,4,5 „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 6 980 3/8" CDX ea. side 8d @ 3,3,12 16d Q 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. t 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 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 1,2,3,5,DE,F @ 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" p 4' -0" o/c 16d @ 6" o/c 2 x 1,2,3.5,DE,F HOLD DOWN pli ff oa so rM6d' L - ' I d, 5itnp n. a #:.:: ' ,. F.asteriers .:'5: t- .,.;.,, :... .. ..... .. .. . ... , . - .. 'II' _ - S �.. ,..:� .;.;�,, ....., -.,. _ mo_ w.....' .. .... � •��. .: ....... :�� ` • •.. �� ;. �-r ., .:`i �:'� "a'ili 'MFOOtflOttlr; 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 /. lap length for continuous straps. B 3140 MST 27 15 -16d each end %2 equal strap length min. lap at splices and joints. Provide /. lap length for continuous straps. 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 7 395 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 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/ 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 @ %" from corner. Use STHD14RJ w/ Flr. Jst. 5,6,8 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 18 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 18 5/8" embedment. Equiv. thd rod w /SET epoxy at 10" embed. 5,6,9 L 9540 1 OA 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 - 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 wPSET' epoxy at 18' embed. 5,6,7,9 r;pnnral Nninq • 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 wells 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 diem. 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 13' x 7' ftg. w/(2) cant. #4 rebar, an 8' stem wall w/(1) conL #4 rebar top and btm. Verify top rebar located per holdown mfgr. spec. Fnntnntas; 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. 80. 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.) NIA HO el 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. P• all 9. Installation with adhesives requires certified Inspection. (Shear Wall Symbol I Additional notes may appear on the Shear Wall Layout sheet - O N arcnitecrureSpiannlnJ� Inc. 1�'° 9725 SW B.OVmE°n 7Mftl°h Nwy. S"I,° 2 • Bounden, O, 970097005.33114 3 • 1111 �� • Structural Calculations for: - : Oak Street Townhomes - = 88Z5:S11V °O: 97223= . ° Project No: 10009.04.02 -.Und 43:: := : :. :;: JUL Issue Date: 06/28/06 ' '_ •: = :' 'i : : :: AUG 8 22 CI�i Y r ' G.P. Design Criteria �._. T.. :� t 4�tDII , p!/i510 • Cf i � �� :.,.- ;•. : :D Roof Loads W,atLLpads D;',,;i3iCN Wood Shingles => 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 • . 0.:50 psf • Misc.&/or Snow load > 30 PSF 1 psf %2° plywood sheathing 2:00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live /Snow Loads I. .25.001psf % GWB 2.00 psf . Total Roof Loads 35.00 psf Miscellaneous ' S1,15 psf Floor Loads Total Ext. Wall Loads 10.25 psf 1 /z° underlayment • 1..50 psf 3 /4" plywood sheathing : 3.00 psf Interior 2x Framing I 5.00 psf 12° GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf h/2 GWB 2.00 psf Total Live Loads (- ' .40.00Ipsf Miscellaneous . U.0 Q psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = 1 . ' 0.00:) 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: _.:...8. . - Site Elevation assumed: 380 • Ground Snow Load PSF: • 30 Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.= ((Elev- 380)8m2) +25) PSF 0 Concrete foundations: 3000 -psi mix S � Concrete Flatwork: 2000 -psi mix I ^ Beams and stringers: DF /L #1 or better 1 • :� Repetitive Joists: DF /L #2 or better ;' . Columns: DF /L #2 or better, Studs: Stud Grade. � , .7 , 1 • , . •• T Sills Plates © FDN.: P.T. Hem Fir #2B or better pG • Steel: Reinforcement bar - Grade 40 • I - Structural components - ASTM A36 r' . 1 • l" 1 Prepared by: �O ®rcPtlrccrur�pl ®nni. ?Jr?? �B 1C 0 N Pc D{,- r 1/ 6 36447061 O- 303044.7666 tRo@II�nWaOmm Ammon °56050 N An bum NLRB rwJmwvdffimm 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 EXECUTION, IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. ier :1: 07 i "I!pl 15'-0 - y� P6 -35' �1-+,.., A. HGM OF PROJECTED ROOF • 1 i -d 4 P5 -30' _'� " P4 -25' P3-20' 18PER O O .j II ° P2 - 15 ' 1 - - -- - 1 - - - -- - i UNIT 43 - FRONT ELEVATION • • 3R: -0. P7 -40' • AVG. lOfT OF PROJECTED ROW q P6 -35' L . q P5-30' n - - - - -- " P4-25' 7 jM1LI T " P3-20' h UPPER I I I I I P2 -15' l l T ulhhhhf1 — j -- i -- - - -_ -- - -- 4 IAWER - - - - -- I - - -, - P1 -0' UNIT 43 - SIDE ELEVATION • DATA ISSUED FOR: I nT� SUBMISSION '� A PROPOSED PROJECT FOR: @ I l V D • C A 9 architecture /plannin inc. ISSUE DATE JOB HUMS% 10009.0i 07.17 -06 I l - =' 3 DRAWN BY: 648 OAK STREET TOWNHOMES, LLC re VP y ttt ..,0f.=1 ;"` MO 43-A 8875 SW OAK STREET . eaS H , a. d5f1544751 A/71cmtr- 6'uiv �" ArJdab LATERAL FMAWO PL/V1 PL/V1 .:• Std�71� fa 301611T6® Nd1R9 . ELEVATIONS TIGARD, OR 97223 iG a r�x� �,.e��,y '._. : SCALE mr • Td 9 OF D • SHEETS TOTAL . r Atip■■ s TEVIVT/711/17Nir VC Nir 1 II . V4 i A= 308 SF ir s I • = 1 'L >1 co ;, Q o0 s to I ID [ I 1 r i I ' I I ��1 , III milie 'is T mrii .W,M. i! . ;i :[ N CO D ¢ 00 • i, 7 I 'AIL � L. I�y A 3 308 SF 4 = 1 2.5 2.5 A. 3A eiiffi 10 • 7-6 7-6 Tic N m 0 tn N >• >II UNIT 43 - UPPER FLOOR PLAN - A AREA OF UPPER ROOF (ARrf): 616 SF AREA OF UPPER EXT. WALL (ARw -ex): 192 SF AREA OF UPPER INTERIOR WALL (ARw-in): 96 SF • DATA: ISSUED ISSIO A PROPOSED PROJECT FOR: �,D architecture /planning inc ISSUE DATE: �A^ SUBMISSION ��` O JCSNU6ersc: 10009.01 5 C .. N ,r.: DRA1NN BY: KS OAK STREET TOWNHOMES, LLC . V P .;t UNIT 67 -A 0725 SW ., B- re�MMIN Km M sm.61t7661 artmrtan wra., a *Wow LATERAL c r PLAN 88 75 SW OAK STREET �, UPPER Ttaaa TIGARD, OR 97223 GO B Si°etIE In53J147669 '' r,� � _ =.:. SCALE: MT • Td OF ■ 1'� s--mL 6epm 87005m/ Mme .en kmo-rr3aerr.: SHEETS TOTAL P '�% TYP. • _____. !NIL! A u A 8 340 SF . = • i ! l'i C i i • 00 �' ; m fl' f pp l i Oi 1;415171 1;415171 N ' Intl IIIM u II imm .. I, i f m Co °' 00 . i t VI - -- - ill" V7 , A- 282 SF AtiOVVAtak • = 2.5 2.5 S� S I IRA 10 W 7' -6' 7 -6' L. N.. y . M (7 . U) . n N UNIT 43 - MAN LEVEL PLAN - A AREA OF UPPER FLOOR (A2flr): 575 SF AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT. WALL (A2w -ex)1 192 SF _ AREA OF MAIN INTERIOR WALL (A2w -in): 96 SF DATA: ISSUED FOR JOS NV ,N su 07 17 6 A PROPOSED PROJECT FOR: c' t' 1 .,. ,` 1rD �� I ®rcP9itecture /pl ®nning inc DRAWN BY: vas 7 - 17-0 c AXIEL � l V OAK STREET TOWNHOMES, LLC ne /�Il y t, ...:.01. UNIT 43•A 8875 SW OAK STREET . • 6775sweematai dsox'K7001 /5.T MA ndc7 'algt LATERAL FRAL4JG PLAN l , • 2 SWe ME Im SW.644.76l9 NCA MAIN FLOOR TIGARD, OR 97223 9A GO SCALE: SOT • i B' • IV' L OF • V Beaalnl Qe�n e/Ob9B1 0oelihUeen rwvJmmm,,etib.mr; SHEETS TOTAL • ''k 11 m NV g • s r � A i 340 SF ..a- .- eee —tee L= 11 I s \,% bl Co 0 0: ,, l i cI in C�-7' N fI I . L–_:.–..11,..,.., Yrm i ry I 1:::::::: _ I I • I 1 1 1 2. i i t 2 ..co r 1 i a, \I. •G LINE TO ;I CONT. GRADE FEEL COL II BEAM, SEE • 41.k- .___- - -- -II U ii FOUND. PLAN ,.;�_ .s=, A= 28 2 SF -- r-- h=---- I PL = 2. PLF STEEL POST, SEE FRMNG. PLAN I 8 5 0 • TYP. HD • 7' -6- 7' -6 L. N N T M M V ` O II II UNIT 43 LOWER LEVEL / FWD. PLAN - 4 AREA OF LOWER FLOOR (Alflr)I 536 SF AREA OF LOWER ROOF. (Alrf); 86 SF - AREA OF LOWER EXT. WALL (Alw -ex); 179 SF AREA OF LOWER INTERIOR WALL (Alw- in): 90 SF DATA. ISSUED ISSIO A PROPOSED PROJECT FOR: ED IC AI architecture/planning ISSUE DATE S'27/01 SUBMISSION ��Q O t V p 9nc . JOB NUYdQt Imosb 07 -17-06 ,j ... I , �� ; �� DRAWN BY: NS OAK `•.. ` , r.. OAK STREET TOWNHOMES, LL ae 'if y . . UNIT 43 8875 SW OAK STREET 9 SWBmC�H HI-/. lel SAW= a,- r�wr ,: : • Ens ZID? LOWER TIGARD, OR 97223 ex sm �uem Maa9 LATERAL FAA►OIG RUM ' +.. 5'32. � A ' OF 1 B -n G O ely, 0'qp- xw �� .,.,. _..,,,n SCALE SOT • NT SHEETS TOTAL F'i ' 5A. 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UNLESS NOTED OTHERWISE • 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.: 10009.04.02 - Unit 43 Issue Date: 6/28/06 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' PT= 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 pif 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 pif P5= 000 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= 2,22- 22.8 = Q plf H= 5.50 FR -V1 = 75 plf H= 5.50 LR -V1 = 75 pif FR- V3 +FR- V2 +FR -V1= 501 plf LR- V3 +LR- V2 +LR -V1= 621 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 pif 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 pif P5= . 0.00 18.4 = 0 plf P6= . 0.00' =. 20.8 = 0 plf P6= _, Q D u : = 20.8 = 0 plf P7 0.00 , 22.8 = Q plf P7= _QM 22.8 = Q pif H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 pif FR- V3+FR -V2= 426 pif LR- V3 +LR -V2= 546 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 pif P2= 0.00 2 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 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= 4.00 20.8 = 83 plf P7= 0.00 _ 22.8 = Q plf P7= 0.00 22.8 = Q plf - H= 13.00 FR -V3 = 217 plf H= 19.00 LR -V3 = 337 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 39.00 - Width 39.00' Ratio = 1.0 FDN DL REDUCTION DOES NOT APPLY I C° t tsrcncr�pll�nning r1 • `V 9725 SW irc Beava ure HiBStlale Hw Suite 710E i C. II Beaverton. Oregon 97005 -3364 603.6 44 ma, fax 1303.e.+.7659 woam,mcve.am,,, Nroron hICR,b of AnthIleas N. RB •nnrmu,em�amm - ' Lateral Analysis - Seismic Calculations IBC Section 1617.1 . Simplified Seismic Analysis Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Project No: 10009.04.02 - Unit 43 • Issue Date: 6/28/06 Mass Weight (WI Dead Load (DL) Areas Factors Front to Rear . Roof = 10.00 psf ARrf = . _ 616.00 sf Site Class = : P. HR„ = "25.00 Floor = 10.00 psf ARw-ex = _ .192 ;00 sf S 7L1`:... H2flr = . 1200 Exterior wall = 10.00 psf ARw -in = . 96.00 sf S 39.3.: H2rf = ;..1.1.00, Interior walls /partitions = 5.00 psf A2flr = . 575.00 sf F 1.00., H1flr = • : 9.00 Elevated Concrete Floor = 0.00 psf A2rf = • _ 48.00 sf F = 1 - Left to Right A2w-ex = ' 192.00 sf RFR = 6.5 - HR. = . 25100 A2w -in = • 96.00 sf RJR = 6.5.' , H2flr = 12 A1flr = : 536.00 sf S = 0.771 H2rf = 91.06 Airf = ;.86.00 sf SMI = 0.629 H1flr = ; ;:::.1.,.00 . A1w -ex = . 179.00 sf SDS = 0.52 A1w -in = 90.00 sf SDI = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 616.00 sf X 10.00 psf = 6160 # Area of upper exterior wall (ARw -ex)= 192.00 sf X 10.00 psf = 1920 # Area of upper interior wall (ARw -in)= 96.00 sf X 5.00 psf = 480 # Mass of Upper Roof (MUr) = 8560 # Area of 2nd floor & walls . Area of 2nd floor (A2flr) = 575.00 sf X 10.00 psf = 5750 # Area of lower roof or elev. conc slabs (A2r1) = 48.00 sf X 10.00 psf = 480 # Area of lower exterior wall (A2w -ex) = 192.00 sf X 10.00 psf = 1920 # Area of lower interior wall (A2w -in) = 96.00 sf X 5.00 psf = 480 # Mass of 2nd Floor (M2f) = 8630 # Area of 1st floor & walls Area of 1st floor (A1flr) = 536.00 sf X 10.00 psf = 5360 # Area of lowest roof or elev. conc slabs(A1 rf) = 86.00 sf X 10.00 psf = 860 # Area of lowest exterior wall (A1w -ex) = 179.00 sf X 10.00 psf = 1790 # Area of lowest interior wall (A1w -in) = 90.00 sf X 5.00 psf = 450 # Mass of 1st Floor (M1f) = 8460 # Total Mass (TM) = 25650 Base shear Front to Rear Left to Right V = ((1.2 *S /R = 0.095 W . V = ((1.2 *S /R = 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFRivi, Area psf Roof 6114 25 152857 0.66 1147 1147 0.19 616 1.9 2nd Floor 6164 12 73971 0.32 555 1702 0.28 623 2.7 1st floor 6043 1 6043 0.03 45 1747 0.29 622 2.8 2 = 18321 I = 232871 1.00 . 1747 4596 Left to Right Level Wx Hx WxHx Fa V V total VtLRAy Area psf - Roof 6114 25 152857 0.66 1147 1147 0.19 616 1.9 2nd Floor 6164 12 73971 0.32 555 1702 0.28 623 2.7 1st floor 6043 1 6043 0.03 45 1747 0.01 622 2.8 X = 18321 2 = 232871 1.00 1747 4596 1. Controlling V per IRC 16-56 I r ®rcnitectur e /pI ®nning Inc. I V 8726 SW Boo vcrtc n HiIL3tlalo Hw Su t 210E Beaverton, Oregon 870 1111 603 604.7661 06:503.644.7062 w2asanm2Nr.n®„ American hatrute al Anal. a NGRB wrJmrwdJemmn 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= 8FT Pu= 2915 # DLp = 15 # • DLOp = 250 # Use panel: Type 2 = 380 PLF allowable Pu = 1000 # Use Holdown: IPu2l 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 = 873.5 = 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): jPu1 @ 8' -0° plate heights = 8'/2 = 4' -0" @ 9' -0" plate heights = 9'/2 = 4' -6'" • @ 10' -0" plate heights =10'/2 = 5' -0" Era 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 IC0N arcnirccrLIr c ,plenni S u it ng inc. 9725 SW Boaverton H Hwy e 210E „ Beaverton• Oregon 9700.5.3364 S0.7.ON. fax 5e30N.7009 Wnecorsercheencom Amnon MtOWw of Archaean NCARa "wJtoaY00teGCOm • • • Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.02 - Unit 43 ssue Date: 6/28/06 Upper Level - Roof Trtb. Seismic vx . - Wind Pnl Pnl Pi :Trib. Pnl Brace Line Trib. Area Seesmic Force i VG Gov „; ....: Width Force psf Lngth Hght Wdth Brg, DL over Load Pa Design PNL. U p plf . plf YV(nd Shears L H W Area p lf Load plf Ib pj18 °Pit' � HD;Load' HD Notes . Front to Rear ._ ..- ..... V1 308.0 7.5 1.9 573 217 1629 1629 16.0 8.0 8.0 130.0 5200 102 WG 102 1 -2114 -2114 V2 308,0 7.5 • 1.9 573 217 1629 1629 16,0 8.0 8.0 130.0 _ 5200 102 WG 102 1 .. -2114 -2114 A' = 616.0 Z = 1147 Controlling p= 1.00 Left to Right V3 308.0 20.5. 1.9 573 337 6911 6911 15.0 8.0 2.0 185.0 7400 461 WG 461 ' -96 -96 , X.% 5. '. : V4 , 308.0 20:5 1.9 573 337 6911 6911 15.0 8:0. 4.5 185:0 7400 461 WG 461 3 -198 - 198 ='A •.�'5 = 616.0 X = 1147 Controlling p = 1.00 1 WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. [COM orcrJirecrure�plerining Inc. 9725 SW Rn avnnnn Hinen,i u..,.. c. m.. �.nc Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.02 - Unit 43 IBC Section 1617.1 Simplified Seismic Analysis Issue Date: 6/28/06 Main Level - Floor Trib. Seismic . Vx Wind oil : plf . ..,. Vx Pnl Pnl. Pnl Pnl Brace Line Trib: Area V Gov. �, Siesmlc Force DL . Desi n P.nl. p h 'Wind' Shears -Lngth Hght Wdth 8r over - p� 9 Uplift`PU': ; :Accum ±; , HD . Notes Width Force psf c Load Load 'a L .. If It) H .: W. Area. P HD:Load..:. Front to Rear I• . .. V5 31'1.0 7.5. • 2.7 850 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 ='B V6 311.0 .- :7.5 2.7 850 426 3197 3197 15.0 8.0 .. 0.0 0 200 WG 200 1 1429 1429 X = 622.0 X = 1699 Controlling p = 1.00 Left to Right V7 282.0 19.5 2.7 770 546 10651 10651 15.0 9.0 2:0 20.0 800 710 WG 710 5 , 5898 5898 V8 340.0: 23.5 2.7 929 546 12836 12836 18,5 9.0 ` ' 3.5 120.0 4800 694 WG 694 5 3683 3683 -: 1 _E!� 5 X = 622.0 X = 1699 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. NarcrIIrecru� plang 972s SW Beaverton re Hillotlalo Hw nin Sullo 210E Inc. Inc.. . Beoverton, Oregon 97005 -3364 II !07.044.1661 fax 50364a.la09 htteepeer .eMecl cam • M9115an 15•103.551 at NWkeL NCAR9 tn. *kunaKMectcom Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.02 - Unit 43 IBC Section 1617.1 Simplified Seismic Analysis Issue Date: 6/28/06 Lower Level - Floor Vx Wind - Pnl . Pnl Pnl Tri Pnl. Brace Lihe Trlb.: Area Trib. Seismic :.. V� . Seesmic . Force Vx Gov L n DL Accuni Design . . Width Force pet : . Wind Shears 9th Hght Wdth Brg. Load of .: PnI. ID U lift =Pu HD Notes., pif'.': .plf L H . .. W. Area over pif 'Load Of P ND Load: {. Front to Rear V9 31.1.0 7.5 . 2.8 874 501 3757 3757 16.0 8.0 8:0 0:0 0 235 WG 235 1 1550 2980 V10 311.0 7,5 2.8 874 501 3757 3757 16.0• 8.0 8.0 0.0 _ 0 235 WG 235 - 1. 1550 2980 H : X = 622.0 X = 1747 Controlling 1.00 Left to Right V11 282.0 :19.5 2.8 792 621 12107 12107 2.5 8.0 1.3 0.0 0 4843 WG 4843 ;8ISTC 38690 44589 M/01:, '3;4; V12 340,0. 23.5 2.8 955 621 14590 14590 11.0 8.0 2.0 120.0 3600 1326 WG 1326 8` . 8729 12412 1$11 5-- = 622.0 X = 1747 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 ir o Kf orcrilr e crureiplonnin g Inc. 8725 SW Be aver t on HIOSdnl H we S 2lfF Shear Panel and Hold Down Schedule PANEL .......• ' Paiae111i1ate�lal :„ IBC 2003 and DS 2001 ed. .,PNL = sy ' : ;+ ; ' Commb n ; Nailin 4.. ;;T •:.S ,. e•Pla e• o nd N 01 e qu)rem't nts e c P 'Ed .. Re S a .: . I . . late Merila : s �" y ., t pbYeF1'IVailiri' - Edge � ,. �. .n; :.. A =#2 �... Aticfl bolt , t , •,.,. � +�:f L , F e -s:r - #7B: "; >`, : Coniiec(Io DF . '�•_ . _ e��:� �,;�;�;� .�;....,;wa:`Yc`�= • ::�tiotri� 8d © 6,6,12 z 16d @ 6° @ 4' -0" o/c . `.': ; #2 1 Typ. �� exterior � y r wall ; ?: ; I ir!e. E 1 260 1/2" CDX o/c 5/8" ,F 2 380 1/2" CDX 8d 4,4,12 o 2 x Ty ex wa const. . 4.5. .D, F @ 16d @ 5° o/c 5/8" © 3'-4" o/c 16d @ 3" o/c 3 x 8d @ 3,3,12 16d @ 4" o/c 5/8" @ 2' -6" o/c 16d @ 10" / & A34 @ 12" o/c 3 x 1,4,4,B,D,E,F 3 490 1/2 " CDX 4 640 1/2" CDX 8d 2,2,12 o/c 16d @ 4" o/c & A34 @ 12" o/c 3 x 1,z,a,5 „D,E,F 5 770 1/2” CDX © 16d @ 3" o/c 5/8" © 2' -0" 10d @ 2,2,12 16d @ 4" o/c & A34 @ 12" o/c 518" © 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" o / c 1 1,2.5. „ o , 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. 1,2,5,1),E,F 9 50 1/2" GWB unblkd. 5d @ 7.7,12 16d 12" o/c 10 57.5 5/8 " GWB unblkd. 6d 7�7 12 @ 5/8" © 4' -0" o/c 16d © 12" o/c 2 x 1,2,3,5,DE,F @ 16d @ 12° o/c 5/8" @ 4' -0" o/c 16d © 12" o/c 2 x 11 150 112' GWB blkd ea. side 5d @ 4,4,12 16d @ 12" o/c 5/8" @ 4' -0" o/c 16d 8" o/c 1.2,3,5,DE,F W 12 175 5/8' GWB blkd ea. side 5d (a7 4,4,12 16d Q 10" o/c 5/8" A 4' - 0° o/c 16d @ 6" o/c 2 x 1,2,3,5,DE,F . , , F HOLD DOWN • vHD ID `UJilift lna+1 - 'Slinjisiih Mbdt31:# 'Fasteners; ;:::: . :.Remarks '' " "'" _: `. :•.:•• ... . . ,.. ,, .. -?-• _ - NA No Hold down . - .• , . �. :�: r:,:�,}, :,: ,:,;';..;n: ;.: ;.Footnote: Negligible uplift, no hold down required. Typical A.B.. placement or sill plate nailing required. � ' `� -^� f 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 each end ''/ equal strap length min. lap at splices and joints. Provide' /. lap length for continuous straps. B 3140 MST 27 15 - 16d each end '% equal strap length min. lap at splices and joints. Provide'' /. lap length for continuous straps. 8 C 4395 MST37 21 -16d each end % equal strap length minimum lap at splices end Joints. Provide V. lap length for continuous straps. 4,6,8 D 4845 MST48 23 -16d each end 4 equal strap length minimum lap at splices and Joints. Provide 'A lap length for continuous straps. 4,6,8 E 6420 MST60 28 each end 4 equal strap length minimum lap at splices and Joints. Provide 'A lap length for continuous straps. 4,6,8 F 7395 FTA7 3 MB each end 3 1/2' edge member required. Floor to floor Hold down. 4.6'8 G 2945 PAHD42 16 or 3 MB installation In 8' stem wall @ 8" from corner. Use LSTHD8RJ w/ Flr. Jst. 4,6,8 G1 1400 PAHD42 16 - 16d or 3 MB installation In 8' stem wall 5,6,8 H 4875 HPAHD22 23 - 16d or 4 MB Installation In 8" stem wall @ 8' from corner. Use STHD14RJ w/ Ir. Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4 -1/2" MB installation in 8° stem wall © %" 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. 5,6,8 J1 7175 HDQ8 (20) SDS114X3 7/8' x 18' embed. AB, SSTB28 AB, 7/8' x 16 5/8' embedment. Equiv. thd rod wfSET epoxy at 8 " 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 18 5/8' embedment. Equiv. thd rod wfSET epoxy at 12" embed. 5,6, , M 11080 HD14A 4 - MB 1"x30" w/ 3 "x1 /4" washer or threaded rod w/ 42' dev.embd. 19th. May be hooked in wall Plane. Equiv. thd rod wfSET epoxy at 18' embed. , 5,6,7,9 Senaral 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 diem. D. The panels indicated may be upslzed 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° = 31/8" etc. F. Assumed fnd.: 2500 PSI Conc. Sgt. Pour 15" x 7' ftg. w /(2) cont. #4 rebar. an 8" stem wall w /(1) conL #4 robar top and btm. Verify top rebar located per hoidown 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. sti. 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.) /NA HU 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. v., .r 9. Installation with adhesives requires certified inspection. I Shear Wall Symbol .Additional notes may appear on the Shear Wall Layout sheet. . , . I r r,r 25 tecruul 57 B, e.p ng . S It?c. " `V 97 Osl o , 9700 SW,"2,0E BeavMwl Orepm 97aMJ�9. .'�__ Is__ c. - -- m ®.win .e,,,m, ,sf V Structural Calculations for: - - Street Townhomes F .4; 8875 SW Oak Street, 97223 — - I 4 - JUL \l / • Project No .10009.04:02,•::-0-iit , , 0 CITY (4) !_!) - g Issue Date: 06/28/06-,11:15.6, ::]=1Vit4;fi 1 BUD DI I •-• L7 13 ViSl Design Criteria . 2006 • c rry ni; Roof Loads Wallt gg4,4 Wood Shingles 2 00 psf Exterior 1 ply A.S. felt 0 50 psf Siding psf 2x framing & plywood sheathing ,7- psf 1 ply A.S. Felt =i';9150 psf Misc.&Jor Snow load > 30 PSF I 5& psf 1 ,4" plywood sheathing psf Total Dead Loads 10.00 psf 2x6 framing psf Total Live/Snow Loads r:25.00Ipsf W GWB 200 psf Total Roof Loads 35.00 psf Miscellaneous psf Floor Loads Total Ext. Wall Loads 10.25 psf 1 /2" underlayment 1.50 psf W plywood sheathing psf Interior 2x Framing S:00 psf W GWB 200 psf Miscellaneous 1. 5_50 psf 2x4 framing psf Total Dead Loads 15.00 psf 1 /2" GWB psf Total Live Loads r40':00Ipsf Miscellaneous • Q psf • Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = 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 : Seismic Use Group : Basic Wind Speed/3 sec. Gust: Wind Exposure Factor: Site Elevation assumed: 30a Ground Snow Load PSF: Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.=((Ber380)8/212)+25) PSF 0 Concrete foundations: 3000-psi mix < 111 1 Concrete Flatwork: 2000-psi mix d „.' 111 1 1 / Beams and stringers: DF/L #1 or better Ne.7 I Repetitive Joists: DF/L #2 or better 3 1: t Columns: DF/L #2 or better, Studs: Stud Grade. Sills Plates © FDN.: P.T. Hem Fir #2B or better • A 1 I leflt0 Steel: Reinforcement bar - Grade 40 cf3.• • I ' OREGON Structural components - ASTM A36 Prepared by: -C OF O tC° ‚C rcriltecture/planning 13725 SW Beaverton Hillsdale Hwy. Suite 2105 Is BeaveLon, Oregon B7005-3364 6.4 ma, Amerlom we of Awe. eag NCARB won.lcoruorrdecuern THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS rr 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 AMBIGUITY OR DISCREPANCY. Ve: 07 (1.04 • I Ts -o I `` P6 -35' � \ AVG. HGHT OF PROJECTED ROOF ° P5 -30' if It Is P4-25' i i 4 • P3-20' a UPPER q i �i I 4 P2 -15' . ma I. 1 I' ' ------ ___ - - -- ------------------ - - - - -- - -��r — �I ��,. - - -- -- " P1 -0' I I . • UNIT 44 - FRONT ELEVATION • 39' -0' • P7-40' AVG. HGHT OF PROJECTED ROOF .: P6 -35' P5-30' ----- - - - -- � I — ----- - - - - - � P4-25' l I]) y 1111111111 P3-20' UPPER I l I n i ' P2 -15' IIIIIIIIII _Li I I I 'q UAW - -- ----- I 1- --- 1- - - - - -- -- — _,L,' — -0' UNIT 44 - SIDE ELEVATION DATA: ISSUED FOR ISSUE DATE 5173101 SUBMISSION A PROPOSED PROJECT FOR: IR@,D 1C ° A architecture /planning inc. 4:43 NUMB B ER 1E009.04 07 -17-06 . . 1 A l V ,,,,,; 7` =' BV: m f. ; i. A DRAWN S OAK STREET TOWNHOMES, LLC c ma nu, "E f:". UNIT U -DT 8875 SW OAK STREET 0725 SWBaaratml a*liw.. msw .aum+ ano n�urrnQUi LATERAL FRAMING RAN 211:E m mUM7m9 NCAR3 ELEVATIONS TIGARD, OR 97223 .,, .. - k `> . : -. SCALE: VTr• 1'a �O I • V BwW4 OR OM4 dglm..c„ — ,rwhmarrtlon. SHEETS TOTAL ' AMI:kDO GI. yc lir AIL V 4 ra, A= 308 SF A/ 1 ■ �i j' S CD Kph! o G N I i • C ; ` !NMI �' 1 —,�. \ �`1 i. ' ? o fI N CO A I \ r4t 1 1 t 'I,sI `� V 3 a ,� ; A= 309 SF 'L= 1 'L i Nii • S 3A e alga . 15 TV 711 ( .- \\ \\ II / UNIT 44 - UPPER FLOOR PLAN - Di AREA OF UPPER ROOF (ARrf); 616 SF AREA OF UPPER EXT. WALL (ARw-ex): 195 SF AREA OF UPPER INTERIOR WALL (ARw-in): 98 SF • DATA: issueO ISSUE DATE: $27A4 SUBMISSION A PROPOSED PROJECT FOR: 'S, ` ,1,D , 1C O �. N®rchitecture /pl®nning inc. JOB NUMBER: to00B.O■ 07.17-06 cc -. DRAWN BY: I 'aS OAK STREET TOWNHOMES, LLC w�tt�Et e V ' " A UNIT N -D1 y m5SW tt�elm Hbml, • NANO PLAN 8875 SW OA STREET "'v 161563.644 ' ^^t ^"°"= � "• '' "d°'-' LATERAL FRA UPPER BOOR TIGARD, OR 97223 OF 1 ��G0 Bmvlat B70 BS7,B1 ha hla� n° atom SCALE: YJ7.1'd SHEETS TOTAL ,.. S l QIO ©AMA TYP. Ali. I li A 8 340 SF ww +• -w•. � c. -xvar •L= 1: •L : t 1 i I 01 0 oo co 't :. , ' N I I HIM 1 ter! i 3 C7 j / a Co g CO DO V A 7 292 SF • _ 'L 1 I 15 /V 7' -6' 7' -6' L. h N �0 % 0 M f� l0 N N UNIT 414 - MAIN LEVEL PLAN - DI AREA OF UPPER FLOOR (A2f1r): 585 SF AREA OF ROOF OVER (A2rf): 48 SF AREA OF MAIN EXT. WALL (A2w —ex): 195 SF AREA OF MAIN INTERIOR WALL (A2w —in): 98 SF . DATA: ISSUED FOR: ISSUE M I 5,27AX 0/ SUBMISSION A PROPOSED PROJECT FOR: �RED j, IC °A 1®rchitecture /pl®nning inc. DRAWN BY: "°S OAK STREET TOWNHOMES, LLC °1°�L / l'% aI II `�' 1 V ( UNITM.D1 '• I ITISSW Beswlm IMa Hoy tel A•'re.t b:•l:Llu a' AYS. . LATERAL FRAMNG PLAN 8875 SW OAK STREET • ., , . MAIN FLOOR TIGARD, OR 97223 "9 "• -2.. SAE 211:E m''a'6`u6® N RS . L SCALE: Y!2' • to F , . .," OF 1 Bean+ ae pon MOMS' m^9^ .n..l:unnm? cam, SHEETS TOTAL "1 N �g T Y a V 1 . A =40 SF L= 11 _A , CO _ 00 Is it ' k ID 4 1 .- -- . • - N i °�► it L C co 1 II 'l it SNTG. UNDER \ , W/ 8d 04,4,12 \ ' MI UNBLKD. �, ACTSRAAMT.40 ,$) in BEAM, SEE i O � \ -`\ \ \� i FOUND. PLAN ��X : \ \`\ 1 L F,Air: 1 l a , ��\ .,.. . ' .00�o.. = 2. 292 SF - -- 50 PLF STEEL POST, DRAG LINE TO STEEL POST, SEE FRMNG. PLAN STEEL COL SEE FRMNG. PLAN 7' -6" 7' -6" H 7= 7: - � T V � It UNIT 44 LOWER LEAEL / FND. PLAN - D1 AREA OF LOWER FLOOR (Alflr): 343 SF AREA OF LOWER ROOF (Alrf): 290 SF . AREA OF LOWER EXT. WALL (Alw -ex): 114 SF AREA OF LOWER INTERIOR WALL (A1w- in): 57 SF DATA: ISSUED FOR: ISSUE DATE: 5mX14 SUBMISSION A PROPOSED PROJECT FOR: � ,ED • f IC° � I ®rchitecture /planning inc. JOB NUMBER 10009.04 07.17 -06 CD3 , A l - suat DRAM, BY: MS OAK STREET TOWNHOMES, LLC c ol. ri p UNR 44-DI • 8875 11 4H Ad mm�r Ira2uiu al *MUM LATERAL FBAP * nNGPLAN 88 75 SW O AK STREET LOWER 9MJr•rfi TIGARD, OR 97223 � 9J COF i iG O � B- rrtt+L O,g,. wros� °" � " moid.ioodreoRooL corn SHEETS TOTAL LIZ • • it oo�� RI oo ' .TV �000 el - AA 'Y ': T S' 'J ‘7"V"'S' T — Tm'S'.T YRV `Y ' 4215 — r i E / \ I ' I I i II X / \ I I I IIII III. • I .�I 1 . .� /„ z i Nil nil f ill ca _ , 15 ''L ,___ i :...,„. ,__ 1_ ., .... , „,. I I 5 + I + .� F® � I � � OUCNSTON .n .f 41.5 .n .- .r.� �I I�I 0 UNIT 40 • MAN LEVEL PLAN - DI UNIT 44 - MAN LEVEL PLAN • DI UNIT 40 - UPPER FLOOR PLAN • DI WIT 44 - UPPER FLOOR PLAN - DI - --I I L y .O N d • d E sN � --I W NV? '-"E"' I a C •ro C. I ._.. i m o 3 0 CD . _ o1— ( O d N a7 •J ALL ENIDOCR SWEAR S% TO DE API RATED RESIDENTIAL RILL 9I N EATODG EXCEPT AT NEAR PANELI WERE RaLDER M aL ALL CadT H `I M I nE NEAR RLIECDLE FOR PANEL TYPE HERE frS.RAT!D 0 �.: _ I � ..._ !MA ,!• ROVED. SNIT• neat DOLVA.ASS' OCLD FIRE . GUARD "i1=:1 TTSE N WEARY NULL EE WED. REFER TO AREA REPARATION ' OVAL NEET KR MORE IYORMARg1 on Ran • : T ; 4. RR. i i, , -, -,1 _ � ° FRAMING LEGEND % T m e.A _ Y \\ _ Shear Pony: =Xd HRIe =.n S.IRXIDIe -&..-• i 1 �'a! =,m ® m � °, m •J'.• It fDd flW O 3 M... l.M �C 4.KD.u1 SS i' '•� 11•”3.02.1/2 11•”3.02.1/2 OW r110/1. iwR n. I � .,T I T".m°ru #. ,;.t � fir;) F �� 1 i. i WM.. W• 1746 R rule M TM A m MC M 0 Mi.. GIM r1 0 raw,. I ar - inrw , ' CI:k R'm MD= mom r°w.mX cial ilall DWI mum 1 A5r_mo■mmo■ARAtiii MOW. I MANI° LOU 138.0.4.001 our r te.. ..�a�.a� ,.r., UNIT 40 LOWER LEVEL / MD. PLAN - DI UNIT 44 LOWER LEVEL / ND. PLAN • DI 1 _ l .�__"._ M ."".. C"�� ", n '.'o uTEiuLFORAM RAN r. 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METH l ig, OECOMIT MN= =MI . 07, A • e N •flEft■ nut NENIENSOLON MEM NI NOPLEDNEISENI MN mt. ur wt... or Ike .17 . • "W.... Ominit mil p ill it ...:-.,-....... m_.;-Agul -------------- MIMI Nil 11M. • '• ,.:- - . ,..,,...„,. = : V.= :•".,Z :: ' -------------- i.. •111111111111.11 • - -.1....• , :',,s , ......i•:•. - . rq..r.477°. WAR IMNSFEll .re F... .S. = .... •. ... •r •.= 'or •■ . •ar ESAU 1 rrrich4. FRAM AT CiARAGS MOIR oeityuks PREL,11,11411M.T S5 05 0 ....... NOTE: ALL DETAILS APPLY 4 S REQUIRED AND SHALL BE USED IN SIMILAR LOCATIONS IF NOT FLAGGED. ALL DETAILS N.T.S. UNLESS N.TED OTHERWISE —•:..-!....!2.1.2‘_ 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.: 10009.04.02 - Unit 44 - Issue Date: 6/28/06 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= QQQ 22.8 = Q plf P7= QQQ 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= 579 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= 505 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= 2.00. 20.8 = 42 plf P7= 0:00 22.8 = Q plf P7= 0.00 22.8 = Q plf - H= 13.00 FR -V3 = 217 plf H= 17.00 LR -V3 = 296 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 37.00 + Width .39.00 Ratio = 0.9 FDN DL REDUCTION DOES NOT APPLY • �C 1 0 rcl,cr/pling 1 1 9725 SW irc BeaV6TOS urc Hillsdale ®nn Hw Suite 210E inc. 8easerlen. Oregon 97005.3364 603.641 7081 fax 5735..7579 ,Ved`mnmtmewoom Ammon lmw+b N A.M.. NCAR9 wa lmMdlleRmnl • Lateral Analysis - Seismic Calculations IBC Section 1617.1 • Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.02 - Unit 44 Issue Date: 6/28/06 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 = 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 _ 1.60,1: 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 = 343.00 sf S = 0.771 H2rf = 11.00 A1rf = ; 290.00 sf SM1 = 0.629 H1flr = 1..00 A1w -ex = 114.00 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) = 616.00 sf X 10.00 psf = 6160 # 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) = 8600 # 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) = 343.00 sf X 10.00 psf = 3430 # Area of lowest roof or elev. conc slabs(A1 rf) = 290.00 sf X 10.00 psf = 2900 # Area of lowest exterior wall (Al 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) = 25125 Base shear Front to Rear Left to Right V = (( /RFR)W = 0.095 W V = (( /RLR)W = 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFRNVx Area psf Roof 6143 25 153571 0.66 1122 1122 0.18 616 1.8 2nd Floor 6264 12 75171 0.32 549 1671 0.27 633 2.6 1st floor 5539 1 5539 Q,Q2 44 1711 0.31 633 2.7 I = 17946 1 = 234282 1.00 1711 4504 Left to Right Level Wx Hx WxHx Fa V V total VtLRrvvx Area psf . Roof 6143 25 153571 0.66 1122 1122 0.18 616 1.8 2nd Floor 6264 12 75171 0.32 549 1671 0.27 633 2.6 1st floor 5539 1 5539 0.02 44 1711 0.01 633 2.7 • I = 17946 I = 234282 1.00 1711 4504 1. Controlling V per IRC 16 -56 ro I 072 itectureip . inc. 8725 SW Beaverton HiOStlale Hwy Style 210E Beaverton, 02gen 97005.9364 III 6m 644.7661 fax 5R1644.7069 n64 Mnanun 551906 d Archkects NGRO wr �, 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 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 0 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 = 913.5 = 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 @ 8' -0" plate heights = 8'/2 = 4' -0" /ill . @ 9' -0" plate heights = 9'/2 = 4' -6 "' @ 10' -0" plate heights = 1012 = 5' -0" im 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 �, t el rcM U�®nng c. t N 9725 Sw I recT eeavorton re Hillsdale p Hwy ni Suite 210E In 1 a Beaverton.O 9700 503.54.1 Mel TM8M.sN.1ee9 iml®eonnWleo ,, Ame cen InW W ts d Anthlte� NCARB eww.e6nerUHETQeem • Panel and Uplift Calculations Client: Oak Street Townhomes . IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.02 - Unit 44 ssue Date: 6/28/06 Upper Level - Roof Trlb. Seismic Vx Wind Vx V Gov. Pnl Pnl Pnl Trib. Pnl • o Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load pi Uplift=Pu HD Load HD Notes Width Force psf plf plf Wind Shears L H W Area plf Load plf ID Front to Rear 1/1 308.0 8.5 1.8 561 217 1846 1846 16.0 8.0 8.0 0.0 0 115 WG 115 1 595 595 A V2 308.0 7.5 1.8 561 217 1629 1629 16.0 8.0 8.0 0.0 0 102 WG 102 1 486 486 A . X = 616.0 X = 1122 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 561 296 6059 6059 15.0 8.0 3.0 308.0 12320 404 WG 404 3 -3052 -3052 A 5 V4 308.0 20.5 1.8 561 296 6059 6059 _ 15.0 8.0 4.5 308.0 12320 404 WG 404 3 -3113 -3113 A' 5 X = 616.0 $ = 1122 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. C I ONar , pionning S uilo Inc. 9725 SW Boaverten Hillstlale Nwy. 21 Bea O regon 97 7 5.3366 503 544 7051 m, eoa. e.4.1000 r,ro�rau.anenmm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 44 Simplified Seismic Analysis Issue Date: 6/28/06 Main Level - Floor Trib. Seismic Vx Wind ' Pnl Pnl Pnl Trib. Pnl Vx V� Gov. DL Design Pnl. Accum. Brace Line Trib. Area Siesmlc Force Lngth Hght Wdth Brg. Load p Uplift =Pu HD Notes Width Force psf PIf pif Wind Shears over pIf Load plf ID HD Load L H W Area 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 2024 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 ` . I = 632.0 1 = 1668 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.6 771 505 9840 9840 15.0 9.0 4.5 0.0 0 656 WG 656 5 5696 5696 E 3,4,5 V8 340.0 23.5 _ 2.6 898 505 11858 11858 18.5 9.0 3.5 108.0 4320 641 WG 641 5 . 3447 3447 _' E 5 1 = 632.0 1 = 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. • I Co ° rcn r� p nrtg n c. `V 0725 SW ire cru Baoverton e Hitlsdal Hwy. Suito in 210E I Beevenon. Oregon 97005 -3384 603 644 7661 Ma 503 644.7609 Y.lo6pxnarcnaen Nwican Marlow a NpY15W MARS www.1m1ra,thlo<tCOm 5. • Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 - Proj. NO. 10009.04.02 - Unit 44 Simplified Seismic Analysis Issue Date: 6/28/06 • Lower Level - Floor Vx Wind Pni PnI Pni Trib. Pni Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V � Gov. Lngth Hght Wdth Br DL Load Design Accum. Width Force psf Wind Shears g g g ' over pl f Pi Load pit Pnl. ID Uplift =Pu HD Load HD Notes pit pit L H W Area Front to Rear V9 316.0 7.5 2.7 854 501 3757 3757 14.5 8.0 8.0 0.0 0 259 WG 259 1 1745 3769 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 X = 632.0 X = 1709 Controlling 1.00 Left to Right V11 292.0 19.5 2.7 790 579 11296 11296 2.5 8.0 1.3 0.0 0 4518 WG 4518 8 /STL 36095 41791 M /STL 3,4,6 V12 340.0 23.5 2.7 919 579 13613 13613 11.0 8.0 2.0 108.0 3600 1238 WG 1238 8 8018 11466 M 5 • X = 632.0 X = 1709 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 ON0r 9 7 25SW ctulyzzie wy iilg Inc. 9725 SYV Be Hillstlale Hw Suifo 270E Beaverton. Ore 970053384 1I 60.1644 1961 e* 600 YYa®mu '1 eom Shear Panel and Hold Down Schedule PANEL IBC 2003 and NDS 2001 ed. PNL ; . Shear • Panel Material Common Nailing' . , Bole Plate Anchors'. . .ID- Value ' Rea ulrements Sta a . ered Nalliri a DF #2 Anchor Bolt HF #2B nep io to Edge #2 ; Remarks ":. 6,6,12 o/c 16d Connection DF#2 DF #2 ' `• 'Fogtnpte. • @ 16d @ 6" o/c 5/8" @ 4' -0" 5" o/c � . • ,` 5 , F 1 260 1/2 " CDX 8d 2 380 1/2" CDX 8d 4,4,12 e° " 2 x Typ• exterior wall const. ,4,5, ,D,E, @ 16d @ 5" o/c 5/8" @ 3'-4" o/c 16d @ 3" o/c 3 x • 1,a,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" 0/c & A34 @ 12" o/c 3 x 4 640 1/2" CDX 8d @ 2,2,12 16d " 1,2,4,5 „D,E,F @ 3 o/c 5/8” @ 2' -0" o/c 16d @ 4" o/c & A34 © 12" o/c 3 x 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" 0/c 5/8" @ 12 ".o /c 16d @ 6" o/c & A34 @ 4" o/c 3 x Use 4 x4 posts, no subs. 1 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 10 57.5 5/8" GWB unblkd. 6d @ 7,7,12 16d 12° @ 16d @ 12" o/c 2 x 1,2,3,5,DE,F @ o/c 5/8" © 4' -0" o/c 16d (a) 12° o/c 2 x 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 1,2,3,5,DE,F 12 175 5/8" GWB blkd ea. side 5d (off 4,4,12 _ 16d @ 10" o/c 5/8" @ 4' -0" o/c 16d (8 6" o/c 2 x 1,2,3,5,DE,F HOLD DOWN "HDID. - •Uplift "load.. ' Slmdson : Fasteners ' : .. - Remarks - NA No Hold down I , .. , - :.'- °''•:-:'-::_' ::'iFootnote N egligible 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 V. 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. C 4395 MST37 21 -16d each end 'A equal strap length minimum lap at splices end joints. Provide V. lap length for continuous straps. 4,6,8 D 4845 MST48 23 -16d each end V. equal strap length minimum lap at splices and joints. Provide ''4 lap length for continuous straps. 4,6,8 E 6420 MST60 28 each end V. 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 wail @ 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/ 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/ Fir. Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4 -1/2" MB Installation In 8' stem wall © 4 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. 5,6,8 J1 7175 HDQ8 -SDS3 (20) SDS1 /4X3 7/8' x 18' embed. AB, SSTB28 AB, 7/8' x 18 5/8" embedment. Equiv. the rod wPSET' epoxy at 1 ° em be. 5,6,9 K 7460 HD8A Equiv, thd rod wPSET' epoxy at 10° embed. 5,6,9 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 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. Igth. May be hooked In wall plane. Equiv. thd rod wrSET' epoxy at 18° embed. 5,6,7,9 General Nntns • 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.) Polak MD 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. r. all 9. Installation with adhesives requires certified Inspection. I Sheaf Wall Symbol I Additional notes may appear on the Shear Wall Layout sheet. ' " IC oN a r0 5 11 .6. 'urc,planning Inc. • 77356W Ba , 7 .33 621uE BearMan, aaw. J]B. II M 0104Mel hp onact nun wem.w.em. + o Structural Calculations for: Oak :Street :.To "wnhomes . 8875 :SW Oak' Sfree :97223 ti :.:.. JUL 2" 2 0 Project No: 10009.04.02Unit'45 ; : L . ' _� , CITY Issue Date: 06/28/06: :::_: f 2006 l3UIDl + DI . ;Cl■' Design CriteriaCl y Roof Loads a o'dds. y. ';;N Wood Shingles ;G: 2.00 psf Exterior 1 ply A.S. felt 0:50: psf Siding T 2,.00 psf 2x framing & plywood sheathing 6.00 psf 1 ply A.S. Felt 0:50 psf Misc.&/or Snow load > 30 PSF 1: :50 psf h" plywood sheathing - 2.00 psf Total Dead Loads 10.00 psf 2x6 framing . '3,00 psf Total Live /Snow Loads [-. `25 :001psf % GWB . 2.00 psf Total Roof Loads 35.00 psf Miscellaneous = `..0 psf Floor Loads Total Ext. Wall Loads 10.25 psf underlayment 1 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 40.00Ipsf Miscellaneous Q,QQ psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL = 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- sso)8n12) +25) PSF 0 41■IJ i C Concrete foundations: 3000 -psi mix Concrete Flatwork: 2000 -psi mix 4 . 4� Beams and stringers: DF /L #1 or better 9 • Repetitive Joists: DF /L #2 or better �] • .3 ` I ` 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: OF �v I C ° N eircPllt e cturC /pionning Inc. OF I y 9725 S W Beaverton HEsdate Hwy. Sufte 2 10E Beaverton O 97005 -3394 6W. .758, fax sairm 7wVs em ndia®mm Am an tnalluts of Aic'tl0efb SCARS v°"JmmRi>enm" THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS. fT IS PREPARED SOLELY FOR THE PROJECT INDICATED. THE DESIGN PROFE SSIONAL 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 OR DISCREPANCY. Verion 27 01,004 • I 15 " -0 ,. ./ , P6 -35' .f l. i AVC. RCM OF PROJECTED ROOF I .5 1 P5 -30' 1 ii u .1 ° P3 -20' DI a -- - °-' { -- - DD J f i _ I I UNIT A5 - FRONT ELEVATION , . e 1 I T I i • • . P7-40' . • AVC. MCHT OF PROJECTED ROOF i° P6 -35' – it ' - q P5 -30' – � 7 I -�' I P4-25' 11111 111 ' P3-20' �R . III I ' P2 - • 111111 o LL4QJ I I -- - - - - - - -- I — -------- - - -�L" P1 0' ' / • • • UNIT 4E - SIDE ELEVATION DATA: ISSUED FOR A PROPOSED PROJECT FOR: ED architecture /planning inc. ISSUE OATE+m� SUBMISSION 5 't � C� ( 1 i �� v JOB RIMIER 10009J04 07-17-06 N i : *'s `` - DRAWN BY: AILS fame. f ?; •, y . O AK STREET TOWNHOMES, LLC x r1 p y rs m5 4(701 .:mwt Irordrt UNIT 45.D PRB SW Bemoan i�YHay LATERAL FRAMING PLAN 8875 SW OAK STREET � ., 4; , ELEVATIONS TIGARD, OR 97223 9 G0 &danOE In 503°117°49 A°G '':iSc,_ SCALE: 1Nr• is' . 'op i•�C BemogL awm 97005984 0oefrm-eRW.fean •rvtvuemm.®n SHEETS TOTAL ^:c • ■ • • V alEtakik 0 5l NV Nir . . TYP. • I r H V 4 .I. A= 308 SF . I j 7 1 D ,i� } l t CO I k' s to • r n I \ ( N N y L n 1 YY `I ! . I1 �;_�i ilmil i ax . i . • I ;_•.: 1 1 1 i ', I it ur I; N CO y s °o El 0,a.1,, V 3 Aillei / �. - —s1 A= 308 SF `L= 1 ;L I I At. 3A 15 . — 7' -6' r-6" N " • 03 m O O M ( h II > ¢ >a .UNIT 45 - UPPER FLOOR PUN - D AREA OF UPPER ROOF (ARrf): 616 SF AREA OF UPPER EXT. WALL (ARw -ex): 190 SF AREA OF UPPER INTERIOR WALL (ARw-in): 95 SF • OATH: ISSUED BMISSION l V R: ISSUE DATE WAX SUBMISSION A PROPOSED PROJECT FOR Inc. Q ED �� I ®rchitecture /pl ®nning JCS NUM1HER 1A209.04 07 -17 -06 `v'' I l � •■ f� °"""N BY AILS • O AK STR EET TOWNHOMES, LLC `ef`� i f ° 1 - 1 UNIT 4s -o 8875 SW OAK STREET • rnsswe Male Wet IA 50.164(.7631 A , m+�nw au rc6 i aea� LATERAL FRAMNG PLAN .. _ . TIGARD OR 97223j� O 6°°r'� lax AcuLv UPPER Ft00R ': ; SCALE: 9OT =TA' OF EC emnC Ore cre "'' .-.._ SHEETS TOTAL - s i 'fYP. \, A 8 340 SF 1 t 1<ci oo _ ID 1, I • 'p:-7 • N m ! MINI C7 I ■ MUM 1 - \fa In . ÷ 1 \ 1 ` I V A= 7 278 SF i •L= 1 • Atl. Agr& At■Im • 15 . 7' -6' 7' -6' . as • a . O O (r) m in if) \\ 11 II /Q• >.c. UNIT 45 - MAIN LEVEL PLAN - D AREA OF UPPER FLOOR (A2ftr): 571 • 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 S ISSUED FOR UBMISSION A PROPOSED PROJECT FOR: , F - IC as inc. • ISSUE DATE 57N01 t ` `' JOBNUA1�I: 10E09.01 07-17-06 Lima 11;'. . �e �a ,; 5' :',:' DRAWN BY: IDS OAK STREET TOWNHOMES, LLC `f J1r 2'� I / H 9725 SW Boman NifO*HP?, ed PAPAW Anxk. 4,,evid A ' UNIT 45•D 'v Am has uTENUFaAVac 8875 SW OAK STREET • wq. MAIN FLOOR TIGARD, OR 97223 G p� s w^rE IQ 561.644.7C89 ncn27 s:. ;;.._.. SCALE: m• ra OF 1 '�G . koala O fWM y) lp- 54 ap® ,.,.�, ,., — SHEETS TOTAL • • ,4 < I. m g NVIEP i V1 • • r l PL= 1 PLF .c s � d co • i I in i I —� �_ 1 F I ' N 1, 1 1 Q.0 ,• . NAIL PLYWD. / � : . SHTG. UNDER PO' L�jd =1 � W/ 8d ®4,4,12 X040. �0 W 7 a • CONT. GRADE I ©� ;j ■ • BEAM, SEE FOUND. PLAN I �• ' . v ii A= 278 SF STEEL POST, I DRAG LINE TO I STEEL POST, SEE FRMNG. PLAN STEEL COL SEE FRMNG. PLAN • 7' -6' 7' -6" h N us lT O O C) • C) \\ n >:: N /Q UNIT 45 LOWER LEVEL / I:ND. PLAN - D AREA OF LOWER FLOOR (Alflr)L 343 SF AREA OF LOWER ROOF (Alrf): 276 SF • AREA OF LOWER EXT. WALL (A1w -ex): 114 SF AREA OF LOWER INTERIOR WALL (Alw- in): 57 SF • • DATA ISSUED FOR: • ISSUE DATE 517JAN SUBMISSION A PROPOSED PROJECT FOR: tiD • • IC 0N®rchi tecture /pioNning inc JOSNUM8ER 1 07 -17.06 C. .. 1 l� � 1 V - - DRAWN BY: MIS OAK STREET TOWNHOMES, LLC x rip g outs. /•1, '1 ,.. A' ' ' ..,:::i UNIT 45 -D 07255W Ne,W- mod. HAY. id ,WD/ M Artmtx: 4u,Nli'a'Aeda9 LATERAL FRAMING PLAN 8875 SW • OAK STREET , .,,, * Suite 211:E LOWER LO ,a TIGARD, OR 97223 h 1, ,c5C3 e�,�a� aramsw ��auam Nr�ws M.ka SHEETS TOTAL • 0 A►4.f,.v., v a l i N. _ JZT4 A 0 .ei�A� I 1 I / .I • I a ill 1 I wow L ; ' p !I r ii III ! _ i L } I1 I I II 7_1 11, H 1 . 44 • 1 7....7....:,____ _ V. III iiln4 „‘ R9,::: _t..,. 4- ... 4. I 41 a 110 I I I �I _ TOUCHSTONE II. .r. A .t..EI .t. .. .al I I I 11 T 11 S U -J SNIT Al • MAIN LEVEL PLAN - D UNIT 45 • MAIN L- L PLAN • D UNIT 4I - UPPER F PLAN • D UNIT 45 • UPPER FLOOR PLAN . D E UT,' 11 ,12 11 • d O to n xY IV N. 'CV v N!17 :"S t rn ♦ m � �I J a I.. 21 I 7 1 4� 2 m n F � • "9 I � III ALL EXTE0Ep CIO NEATI TO D! AAA RATED ISImEMIA CALL CO N EATIRY FACEPT AT NEAR PYELO DERB 2121 nee GRAIL MOW TM % N II TS NE U AR e01E FOR PANEL T YEAS 1PS -RATED 0 �- 1 � j � . TIERTI0 TIEIX =mouse. OpDiOFLI PE EAIWY. NIAll.a4 6 1O MCA REFER 10 EA IEPAPAIY}I DETAL NEE( FOR MORE NGRUROl . A s G AA FRAMING LEGEND .I T I 4 2 Shaw Pm 1.5 HALIS i SCRS*, - ataL t YfiU�R1 ; Cha ` W ms�a • �' la. _ a am um r. /i x .r 1 '1.4±...5:4 e — L�WE _T-ji !� ` :-/Mt i. ®. .wRmau.D.a. m ..w ueam _ t a C """='' ` _ I. cut ma f • i.:; •Tcr' 0L TUX 4 • arrI IF( . rl■r Vli ® �na wveu 4.810.501 I rm vat . l� n.. r r _' Vi a' . ' � ` - p. + n �i= a g 'a 1 }t , c'�' ” . _ Ns small/ • w E s ®' R � C�t� 1Iq+! ! .,.� a T� vii f � 91®1(✓C .a o.0 .ewe I Id, I CS" r P 1® O AID ! OW I 0 Y C sal RR " ^�- a + � r — , ® RI um A.a DUI t om To Ia ti W lu • M ND (b III 10i M I:'�1;�i:1 a [f Tomo roam!.lwl aala i - „IM. 1I - .—. • NZ _ ( 1 1. � , i .,. 1 T T1 T� � �' �a�i OOmIN GAM =r l� - - - i [11,_7.7,___ � •• PIS aowmmrJa r ye F' r L- ._-,.. '=ate: C =] ae oeua exm � ■ T � .»»a�an� 0 0 i ITIW/ z iFi� —''' �� ivi ' MI r� ' r - :”- �, aou.a mroo..o nlc*x euw ' T! _ '.- UNIT 41 LOWER LEVEL / IND. PLAN • D UNIT 45 LOWER LEVEL / FND. PLAN • D - -` -` - _ _ - 1: al..o.Tn 1. a.am..atn t� �, -.i_ ;�S .r... — r-.'•C.L�1L•'C`er..f.R7 aucuu�ACP (211111 10 t u maw i' '�" •- • u 1EMI lMIRGRAN UNITS 41 4 45 LATERAL FRAMING PLAN ... I or'z _;�__ ,_.. - - -- aCAIE . ya•. I.p �. _- ® 9417 Y19(11. Y PRELIMINARY] i;-- .a =- :r3= t•-... S1.06 . 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Titluanli OEMS NMI 0 TYPICAL HOLD DO4N 0 TYPICAL FRAPIR AT DARAD9 DOOR OPD0439 P R V-10 s5 0 5 NOTE: ALL DETAILS APPLY AS REQUIRED AND SHALL BE USED N SIMILAR LOCATIONS IF NOT FLAGGED. ALL DETAILS N.T.S. UNLESS NOTED OT ER I • E 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.: 10009.04.02 - Unit 45 Issue Date: 6/28/06 • 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= _DM 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= 579 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= 0.00 ' 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= DAD 22.8 = Q Of H= 15.00 FR -V2 209 plf H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 plf LR- V3 +LR -V2= 505 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 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= 2.00. 20.8 = 42 plf P7= 0,00 • 22.8 = 0 plf P7 = .0.00 . • 22.8 = 0 Of • H= 13.00 FR -V3 = 217 plf H= 17.00 LR -V3 = 296 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 37.00 + Width .39:00 Ratio = 0.9 FDN DL REDUCTION DOES NOT APPLY I C 0 �, r eircnitecture /plenning inc. l y 9725 SW 8eavenon Kl stlale Hw Sue 210E Beaverton. Oregon 97005-3384 ,. 603.1344 7801 fax 6m. , 7669 i1.81ti em, ACIQl�n bn6lalb ofwwawe NJNia w�.bau,WbK,ym • .. , ' Lateral Analysis - Seismic Calculations • IBC Section 1617.1 • Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.02 - Unit 45 Issue Date: 6/28/06 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 = : - 180.00 5-f S = .77,1 :• H2flr = ,12;00 Exterior wall = 10.00 psf ARw -in = - :95:00. sf S . :39.3' H2rf = 1.1.90 Interior walls /partitions = 5.00 psf A2flr = 571.00 sf F .00 H1flr = 1.00 Elevated Concrete Floor = 0.00 psf A2rf = ; ,-48.0 sf F„ . 1.60 Left to Right A2w -ex = 190:00 sf RFR = 6.5, - HR„ = 25.00 A2w -in = . "9.5.00 sf R,_R = 6.5 H2flr = _12:0_0 Al flr = 343.00 sf . S = 0.771 H2rf = ..11:00 Alrf= - .. 276 ; 0D sf Sim = 0.629 H1flr= . 1.00 A1w-ex = 114.00 sf Sets = 0.52 A1w -In = 57.00 sf So, = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof (ARrf) = 616.00 sf X 10.00 psf = 6160 # 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) = 8535 # Area of 2nd floor & walls Area of 2nd floor (A2flr) = 571.00 sf X 10.00 psf = 5710 # 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) = 8565 # Area of 1st floor & walls Area of 1st floor (A1flr) = 343.00 sf X 10.00 psf = 3430 # Area of lowest roof or elev. conc slabs(A16) = 276.00 sf X 10.00 psf = 2760 # Area of lowest exterior wall (Al 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) = 7615 # Total Mass (TM) = 24715 )Base shear Front to Rear Left to Right V = (( * SDs) /RFR)W = 0.095 W V = ((1.2 *Sos) /R = 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFRm. Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 Q,Q2 4Q 1684 0.31 619 2.7 $ = 17654 1 = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa V V total VtLRrvvx Area psf • Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 4Q 1684 0.01 619 2.7 e 1 = 17654 2 = 231264 1.00 1684 4437 1. Controlling V per IRC 16-56 j 972 itecrure /planning inc. 8726 SW Beavarmn Hillstlale Hxy S uito 210E „ ems/ ., Beaverton, O regon 97005- 3364 aan AmMoan emm. of Alaztlecta NC4RB r...bmwaJ¢COS. 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: �Pu2l Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over 0 iMilii diit General Notes: Minimum panel widths in Seismic Zones 1 thru 3 = (3.5:1): : DLp @ 8' -0" plate heights = 873.5 = 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): 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" IWpI 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 I. t ®rcnirect�/pl ®nning in `V 67zs sw Beav erton re HiOsda�e Hw su5o 210E „ Beaverton. Ore 870053364 5050.7001 0"" 50 .60.7059 .6606:68.6116• 810381 MYAO°nlnWWe a' NOAet1S N011na w" Qe°,n Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.02 - Unit 45 ssue Date: 6/28/06 Upper Level - Roof Vx Wind Brace Line Trib. Area Trib. Sie Seismic Vx V� Gov. Pni Pni Pnl. Trib. pni . t;mlc Force I . orce Lngth g Design : PN L. . Width l rrPsfJ . plf 1 f Wind Sh 9th H ht Wdth Brg. DL over Load .. p� U lift =PU l p P , . HD. L HD N ! e l L Loa _ ots '.H. d If ID - . .. Front W Area P ..., � , , ,. t to Rear l 1 . If V1 , 30810 7.5• 1.8 555 217 1629 1629 16.0 8.0. 8.0 215.0 8600 102 WG 102 ' 1 2 - 3814 -3814 A';'. '''..'. V2 3 08:0 7.5 1.8 555 217 1629 1629 16.0 8.0 8.0 215.0 8600 102 WG 102 1 : -3814 -3814 d.• A �'_> :t:.'.: X= 616.0 X= 1110 Controlling p= 1.00 Left to Right V3 308.0. 20.5. 1.8 555 296 6059 6059 15.0 8.0 2.5 105.0 4200 404 WG 404 3 ' 1029 1029 ;;;.A "s ', .'.5''': ' V4 308.0 20.5 1.8 555 _ 296 6059 6059 15.0 8.0 4.5 105.0 4200 404 WG 404 3 947 947 " "'A',.' '59: x = 616.0 X = 1110 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. l r okiarch 0 nnng n C. l 07 SW Boa vo rton r ure Mllsdnlo Hwy. SuN 210E I Client: Oak Street Townhornes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 45 Simplified Seismic Analysis Issue Date: 6/28/06 Main Level - Floor „Brac_e Line Trib. Area • Trlb. Seismic Vx - Wi r,t Vx, VG Gov, DL ; ,, Pnl Pnl Pnl Trl Pnl Width f=orce psf Slesndc Force- Lngth Hght Wdth ;Brg: : Design Pi Accuin ' " =: i p pl# plf. ; Wind= Shears L over Load Load Ib.::. Upllit`Pu' ,HD Load "HD ,:Notes o Co P� Front to Rear FI W Area plf s: . . ... .. ... : V5 ; 309:0 7.5 2.7 821 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 ':: B V6 309.0 7.5 2.7 821 426 3197 3197 16:0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 :,'.'13;; I = 618.0 X = 1641 Controlling p = 1.00 Left to Right V7 278:0 19.5 2.7 738 505 9840 9840 15.0 9.0 2,5 20.0 800 656 WG 656 : 5 5389 6417 °'E, = °;'3;4,5 V8 340.0 23.5: 2.7 903 505 11858 11858 18:5 9.0 ' 3:5 120.0. 4800 641 WG 641 5; 3207 4154;; " ::;5` X= 618.0 X= 1641 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. � N ®rcflltCCrllre / plot ning Inc.. e • fl725 SW Beaverton H lllstlnlo Hw Suite 210E Beaverton Oregon 87005.3384 Is 503.64.70!1 fax 503.eee.>EeP Nbecomsvicenencvm Aemiun lneowle 01 AlWNete NCAR6 am. l wwrxh0eetcow t , • - Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 Proj. No. 10009.04.02 - Unit 45 IBC Section 1617.1 Issue Date: 6/28/06 Simplified Seismic Analysis Lower Level - Floor Brace Line j Trlb. Area : :Trib. Seisnilc S�esx Wind . :! x Force. l x V Gov. nl Pnl • P hl : Vibe DL Phi Desl V P • Width j 0f ilNind Shears Lngth .tight Wdth ` Bro.: Load Pi n: Pnl. ID U lift =Pu of of I over g P m. - Hp N ot e s:: I ( L Load H f W Area P HD Front ea l Accu . .Load::;.. :. . t to R l I If l Rear p 1 _ ... V9 309;0 - 7.5 2.7 840 501 3757 3757 16.0 - 8.0• 8.01 0.0 •' 0 235 WG 235 -- 1' 1550 2980 `•`:, .1 : :, : ' = V10 I 309.0 1 7.5 " 2.7 I 840 501 1 3757 3757 16.0 '- - 1 8.0.1 S.0 0.0 1 0 1 235 WG 235 1 1550 = 618.0 = 1681 1 1 2980 I. H.:1;. I Controlling 1.00 Left to Right V11 278:0 • 1915 2.7 756 579 11296 11296 2.5 8:0" 1:3 .'0.0 0 4518 WG 4518 8 /STL 36095 42512 M %STL il 3,4,6` V12 340.0 . ' 23.5. 2.7 925 579 13613 13613 - 11.0 8.0; 2.0 120:0 3600 1238 WG 1238 8 . ` 8018 12172 , M= ; • r . ` 5 ' . X = 618.0 X = 1681 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. "77S SW Re: �n�a,.i elm c�._ Shear Panel and Hold Down Schedule PANEL =s a `� { ei Ma IBC 2003 and ND 01 ed ".FfVL Ij a :; {; VPan t r•Gommon'N�ilin : , Sbie Plate S 20 Value.:, :. , K: , ; ,. >;;f. =¢ '� ra Plate Regi/ ~ ,,.'' - p i Ed' a M`rrt/ - . . ;j , ;.�,�;� 51 pgereiJ IVall QF 2: Andhd` =;: ,' g..: ... . ,?,. R -,,....,,,,:.i.,,,,,,:41.11.1,..,- r>fks; 9a , == _ 26 0 r. bof .... dii . ,. - • ` '� - `:Foo " 1 1/2" CDX t•�•IF�?.B' {� "�'.... 'r � ' f 4-.3_: �' :i triote ��+ 2 8d @ 4,4,12 16d 8d @ 6,6,12 16d iirieotltin D� �#$ � �� r ;, . �f, t t. ; ,,r. @ 6 o/c 5/8" 4' -0" o Typ. exterior ,.. wall ?nst. 1. 2..D , -;: 380 1/2" CDX 5' 0/c @ 16d @ 3" o/c 2 x Typ. exterior wall const. ,4,5. ,D, F ° e 5/8" @ 3' -4° o/c 16d @ 3" o/c 3 x 1,4,S,e,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 2,2,12 1,2,4,5„D,E,F 4 640 1/2" CDX 8d 5 @ 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 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 6 980 3/8" CDX ea. side 8d @ 3,3,12 16d @ 8" 0/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 1,2,5,D,E F 8 1540 1/2" CDX ea. side 10d @ 2,2,12 16d @ 4" 0/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" 0/c 16d © 12" o/c 2 x 12° o/c 1,2,3,5,DE,F 10 57.5 5/8" GWB unbikd: 6d © 7,7,12 16d @ 5/8" @ 4' -0" o/c 16d @ 12" 0/C 2 x 1,2,3,5,DE,F 11 150 1/2° GWB blkd ea. side 5d @ 4,4,12 16d 12 0/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 1.07. 4,4,12 16d @ 10° o/c 5/8" a(7 4' -0" O/c 16d @ 6" o/c 2 x 1.2.3.5•DE.F O B . . , - ,14D;‘11 ; + Ubiift loa8;f : - "SimbsondMlidel:# ' Fasteners' - - ,Renittiks ; • NA No Hold down , r .- 1 = a �` Wiz:;` i;, K^:1; ; i' = ' %'iF.o6tnottt Negllglble 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. B 3140 MST 27 15 -16d each end ,Y, equal strap length min. lap at splices and Joints. Provide Y4 lap length for continuous straps. 6 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 Y4 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 % 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 4,6,8 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 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/ 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. 5,6,8 J1 7175 HDQ8-SD53 Equiv, the rod wPSET' epoxy at 8 "embed. 5,6,9 (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. L 9540 HD10A Equiv. thd rod wPSET epoxy at 10' embed. 5,6,9 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 -1" 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 wPSET' epoxy at 18° embed. 5,6,7,9 General Nntns • A. Equal approved/rated material and hardware may be subsituted. B. 1. Edge members (sills and end studs) at panel lb #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 8 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 end Inspected, as required per mfgr. Specs. A.B. may be sub. w/ A.B. or larger diem. 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° fig. wl(2) cont. #4 rebar. an 8° stem wall w /(1) conL #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 bolls 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 end General Note B. 7. 4x4 or 6x6 panel edge member required as necessary - no splits. (Uplift load shown assumes 4x wood member thickness.) P"1 , 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. Pen., 9. Installation with adhesives requires certified Inspection. I Shear Web Symbol Additional notes may appear on the Shear Wall Layout sheet. • �� N arcnir c c rureiplonning 1C. II frr79 S ,F mn rW May . 0E 1. ®iMlf®1 I tntmb4.tsC• MeeYbm"ibnca. A�Aa \.m "el4wra „".nn Structural Calculations for: • - -Oak_ Street 'Townhomes- 875 SW Oak'St reet, = 97223`;':_ :';:' =`' _- :� - Project No 10009:04::02 : Unit46 _ ;= • JUL 1,\. 2006 Issue Date: 06/28106 :�r " y = ' _ : : = =' t / U � oou ^ Design Criteria y CI T Y G M! l ARD ` �.: __.^ , •..) BUILD 6kG C' ISION Roof Loads a.�i!�" Wood Shingles m psf Exterior 1 ply A.S. felt ° X050 psf Siding psf 2x framing & plywood sheathing y%` ;6;00 psf 1 ply A.S. Felt _0 50 psf Misc.&/or Snow load > 30 PSF ': ` psf %2" plywood sheathing ;„x_2:00 psf Total Dead Loads 10.00 psf 2x6 framing `T3 00 psf Total Live /Snow Loads r„ 5001 psf %° GWB ;'200 psf Total Roof Loads 35.00 psf Miscellaneous c;' =,-50:75 psf Floor Loads Total Ext. Wall Loads 10.25 psf underlayment ;.; .4.50. psf %" plywood sheathing =3:00: psf Interior 2x Framing :5.00 psf %" GWB ;_ 2:00 psf Miscellaneous ` i5 50 psf 2x4 framing T`.Q0. psf Total Dead Loads 15.00 psf %2 ". GWB 2.00 psf Total Live Loads '_. Miscellaneous 9;OQ psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf • Elevated Concrete Floor DL = �: - :: • . 0,00; 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 : T .D • Seismic Use Group : Basic Wind Speed /3 sec. Gust: :4.80 Wind Exposure Factor: = =� Site Elevation assumed: - :;;38O. Ground Snow Load PSF: Miscellaneous: Soil Bearing: 1500 psf assumed 41341) n Add.Snow Ld. =((oev -380 m2)+25) PSF 0 Concrete foundations: 3000 -psi mix �� I � Concrete Flatwork: 2000 -psi mix l ' Beams and stringers: DF /L #1 or better ` ' I ` I � 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 � f Steel: Reinforcement bar - Grade 40 '� �o Structural components - ASTM A36 ' OF % g Prepared by: IC v rnitccturc /planning inc. 8725 SW Beavenon H0ladale Hwy. Sidle 2 70E Beaverton, Ore 87005 -3364 5... fc15 .6 4.7559 Me�imuidiv¢.am /wa.19" h"mCe at A.fJYbep NW.a �.alCmaaN.mi. THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT CF 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 EXECUTION, IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. V erir_ ,1: 07 ol a4 • I ,5•-0- ..,! P6 -35' r AVG. HGHW OF PROJECTED ROOF 1 P5 -30' • iii 1 P3-20' UPPER b q P2 -15' - - - -- -- ' "' - - -- -- -- t W. O Fn oo JP P.01l I - - - -- li on 1. LOWER I UNIT 46 - FRONT ELEVATION L E F 39• -0- P7 - = 40' AVG Harr OF PROJECTED ROOF n P6 -JJ' J -NE - q P5-30' ,,....... „.,-- --------'---.7.--'--:-- r rf '° P4-25' IIIIIIIIII L !LI q P3-20' UPPER IMI II I I q P2 -15' 1111111111 L_L_ ---- -- - - - - -- - - - -- Luw - ----- - - - - .I . 1 - -- I - - - - -- - - - -- + 1 P1-0' UNIT 46 - SIDE ELEVATION DATA ISSUED FOR: A PROPOSED PROJECT FOR: �`aED icO N®rchitecture /pl®nning inc. ISSUE DATE SWAN SUBMISSION w - JOB NUMBER: 10009.01 07 - 17 - 06 - I :r:• AV DRAWN BY: MS OAK STREET TOWNHOMES, LLC a I y UNIT 46-A1 8875 SW OAK STREET msswB aalm Hits** Hy. ms w.6M.7 1 ^'"�. o-ar+uid' Ar�3u'a LATERAL FRAMING PUN J{ ,:� •,:: Sde 1,0E tQ 107.6 NCAA9 • ELEVATIONS TIGARD, OR 97223 9 O > � -.- 'SCALE: Mr • 1,0' C OF ` Gt'G Buwbl awm 6911:05.3361 mn . -,.nX.. x cimn u ' ; . SHEETS TOTAL •i , • v2 `4 ij V 4 -.y —L -.n� A 328 SF i s , if � D � n f i L o I; o co , S il —II it ; _ I 1 I I I ). 1 - L / I [ I ,I �, V !MINN 1 F. g 4D 0 C O 14 m N Oo D V 3 • A= 328 SF _. _ 'L= 1 •L I S 3A eA111 15 WY 7-6' 8' -6' Tilli L_ N co el co .--I R.I \\ \ II //Q UNIT 46 - UPPER FLOOR PLAN - Al 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 DATA: ISSUEO ISSUE DATE: MN SUBMISSION A PROPOSED PROJECT FOR: 't; O l V • 1C 1 ®rchlitecture /pl®nnin inc. 1 JOB NUMBER: 10009.04 07 - - i \ ■ i DRAWN BY: I S OAK STREET TOWNHOMES, LLC GItBI / ql y + , -: ::.' -:. c� r/ Y � UNIT 465A1 9725 S ••• Noe 551 SU WM1 Amu.cv:4 WI; 3' AYlua. , ,� , LATERAL FRAMS PLAN 6875 SW OAK STREET .::. UPPER FLOOR TIGARD, OR 97223 �9j�, tG O � S'°°: °''°'.°'® No,,m SCALE: 3/3741'3 op 1' V Beaverton, Oregon 97005-3364 migiwcKSamn wrv.lawrm!x,,,,, SHEETS TOTAL • Nr 1 617r 1 4 r 1/7 1,P. 1 ii I' - 1; A 8 340 SF l .� If co 1 I. s P N O^ .,.. ..._ Alogr.k. 4.1: 00 co 0 5 „... ,,, 1: ...,,... [t I lizip F” --1. l l I . I: 1 I 1 is I as , • 1 P co 1!!,," 6 • 1 r �� co t 1 { V 7 CA-NA A= 292 SF ' = 1 'L i ."1111111111111 15 7' -6' 7' -6 4 L._ N N ..�O M M n . UNIT 46 - MAIN LEVEL PLAN - X41 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. 91 M6 IBSUEISSIO PROJECT FOR: D • f A PROPO PROJ: E. iC ( architecture /planning inc. ISSUE DATE: s5/27/04 9 O l V JOB NUMBER: S � � �� 10009.a ammo. - .. 07-17-06 cc�w9a l" ; . A .' � ' .• DRAWN Err M&S OAK STREET TOWNHOMES, LLC r� p - UNR 46. Al nvalm Kist* Kw Ann-can InsOLIG n•Arr03m:1 LATERAL FRAMING PLAN 8 875 SW OAK STREET 9725 SW B ,r A4. MAIN FLOOR TIGARD, OR 97223 y , OF , Suds 1,aE ` mw�14.71® N_ARS : _;; SCALE: 3G2••Td O 1' • BnvlrI Oman 971:96.3351 MBimscNN n .vw.tn�unvSUa.mn' SHEETS TOTAL • i. L g O 1$' . 2 I --!-- A 1 3 40 Kr - -� — PL= 11 , co c 1 tO MN I[ N [1`,7, y J 1 {{ �'q'1 I {lFL 1 I `I I — ti ..........4 _______ tr { k [:::,),,.. , $ „,, NE I C= (b 00 I to , < • 1 1 01 fi ” ` `Iw LINE TO CONT. GRADE 4 ` EEL COL o BEAM, SEE Mr o ;/ 1 1 I� P FOUND. PLAN I _ =s1 A= L= 2.50 PIS STEEL POST, SEE FRMNG. PLAN 0 8 IQJm qv 2.50 TYP. HD 7 -6' 7' -6" N h �p t0 O n u • UNIT 46 LOWER LEVEL / ND. PLAN - Al AREA OF LOWER FLOOR (Alflr): 536 SF AREA OF LOWER ROOF (Alrf): 96 SF AREA OF LOWER EXT. WALL (Alw —ex): 179 SF AREA OF LOWER INTERIOR WALL (Alw—in): 90 SF • DATA: SSUE A PROPOSED PROJECT FOR: IC N®rchitectur /pl®nnin inC. LssuEOATe �� SUBMISSI � �� I ' D �f+� 0 JOB NUMBER: 1000901 - ' '• - . D7 - 17-06 , aun¢ if' ' . "ti, . DRAW BY KB OAK STREET TOWNHOMES, LLC . ` VP / y UNIT IS -AI 8875 SW OAK STREET , • gma swa...e.n fax*Eh ad 503.610061 A/rtn&- nn ironmrt LATERAL FRAPANG RAPT J � ' - ,:: � SiE. 7t0E m sal Su 70e9 .,•.�1R9 ' : - LOWER FLOOR TIGARD, OR 97223 1 /A C SCALE: MT •TP OF t , C170:6-3361 ' Q7D05/ da � c¢m w n .w.QVw�r,!.�I.ari ` SHEETS TOTAL • E E ill • � a N it 44 ___ iki < a 9 il II i 1 , • < pi: CT Ai ft . ii I ; :a ;l; r.7 ,al�llillr,, 1 1 n t { >— ji_ ,.L�: ,w , t «�C o a. a. 1,- .r-,, 3 e it Z D 9 g49 g 10 OS v v a v d D =� id it 1 t t, k — -- < — _ — ir ode AL tj� �� tip? 3 � � r al t15 0—. P all 9m an am .r o AZ 1D o� :.( — inippillErmsur 4 - t7 •• v �iY��ifJ� E k1{IfN 6(ietj I �., ��4 lY 41111;1 'a 1111 I P 1 '2 ;` t D 011,09:9114111,„:1, tTi 4 r 1 LLU.. v v iw � �e Q�y ';.ir$ g igir l w _ 8 l/ 2 i�l ' ill 3� { J N e k iII I _lip e n PL �R ' h s I ( Du i miiiiiikti gmd a 4' • ion. tD r; woo r., , ►�� ..: > ' , 1 \,I 4 < r i ( e E i li I E Q I 9 U a E - - - - �� 0 vrcnifecture/PlvnNnp inel • v R 9 A Proposed Project far. ��„ N ' � 3 € e r s . 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UNLESS N T OTHERWISE Lateral Analysis - Wind Calculations :, IBC Section 1609.6 Simplified Wind Load Method UBC Equivalent e Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 Proj. No.: 10009.04.02 - Unit 46 - Issue Date: 6/28/06 • 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 pif P6= 0.00 20.8 = 0 plf P7= DAD 22.8 = Q pif 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= 579 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= . 0.00 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= , _0.0,0_,__,. 20.8 = 0 plf P6= _ 20.8 = 0 plf P7= 0.00 22.8 = Q pif P7= 900 22.8 = 0 pif H= 15.00 FR -V2 209 pif H= 15.00 LR -V2 209 plf FR- V3 +FR -V2= 426 pif LR- V3+LR -V2= 505 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 pif P3= 5.00. 15.8 = 79 plf P4= 5.00 16.6 = 83 pif P4= 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 pif P6= 2.00. 20.8 = 42 plf P7= . 0.00 22.8 = Q plf P7= 0.00 22.8 = 0 plf _ H= 13.00 FR -V3 = 217 pif H= 17.00 LR -V3 = 296 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 : 37.00.. + Width 39.00 Ratio = 0.9 FDN DL REDUCTION DOES NOT APPLY I C O I, r CI rcrirecrure /pl ®nning Inc. l V 9725 SW Beave Hillstl Hwy Suite 210E Beaverton. Oregon 970053364 1 SC* 666 7061 fax 003.661.9609 rtleasaamaew.mn Amman Inattivto d Architev NCARB en.- fano�6eRmn • Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 Project No: 10009.04.02 - Unit 46 Issue Date: 6/28/06 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 = ' ' -98.00 sf S a 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 Al fl r = 536:00 sf S = 0.771 H2rf = 11.00 Alrf = __ ..96:00sf S =0.629 H1flr= ..,. Alw -ex = 179.00 sf Sp = 0.52 A1w -in = 90.00 sf SD1 = 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 (Al flr) = 536.00 sf X 10.00 psf = 5360 # Area of lowest roof or elev. conc slabs(A1 rf) = 96.00 sf X 10.00 psf = 960 # Area of lowest exterior wall (A1w -ex) = 179.00 sf X 10.00 psf = 1790 # Area of lowest interior wall (A1w -in) = 90.00 sf X 5.00 psf = 450 # Mass of 1st Floor (Mlf) = 8560 # Total Mass (TM) = 26330 Base shear Front to Rear Left to Right V = (( * SDS) /RFR)W = 0.095 W V = ((1.2'Sp /R = 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V V total VtFRMhr Area psf Roof 6429 25 160714 0.66 1191 1191 0.19 656 1.8 2nd Floor 6264 12 75171 0.31 557 1748 0.28 633 2.8 1st floor 6114 1 6114 0.03 45 1794 0.29 632 2.8 1 = 18807 I = 242000 1.00 1794 4733 Left to Right Level Wx Hx WxHx Fa V V total VtuRrvv■ Area psf Roof 6429 25 160714 0.66 1191 1191 0.19 656 1.8 - 2nd Floor 6264 12 75171 0.31 557 1748 0.28 633 2.8 1st floor 6114 1 6114 0.03 45 1794 0.01 632 2.8 S = 18807 X = 242000 1.00 1794 4733 1. Controlling V per IRC 16 -56 I C 0 �, r ®rcni re crure�p dale m H hmg inc. `V 9726 SW Beaverton Hills Suite 210E Beaverton, Oregon 97005-3364 as 705601.7001 tax 500.0••.7069 infoalconardTtlaticarn Nn6rremr 600164. el NCOa WARD wr xkrorClpep.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 plf of designated brace wall @ brace line: VAN = 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: IPu2 Type C (Simpson MST 37 wood to wood) = 3815# allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945# allowable over km 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): IPU1 @ 8' -0" plate heights = 8'/2 = 4' -0" @ 9' -0" plate heights = 9'/2 = 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 C0Nr criirecture/plann s in g inc. 10E ON Beaverton. Oregon 97005.336a Mie50 nk50O4 4AwhMects SCARS �w eneu,tMectcam ' 6 r - b. Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 Simplified Seismic Analysis Proj. No. 10009.04.02 - Unit 46 ssue Date: 6/28/06 Upper Level - Roof Vx Wind PnI Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Seesmic Force Vx VG Gov. Lngth Hght Wdth Br DL over Load Design PNL Force psf Wind Shears g g g ' p ' Load pif ID Uplift =Pu HD Load HD Notes pif pif L H W Area pif Front to Rear V1 308.0 7.5 1.8 559 217 1629 1629 16.0 8.0 8.0 215.0 8600 102 WG 102 1 -3814 -3814 A V2 348.0 8.5 1.8 632 217 1846 1846 16.0 8.0 8.0 215.0 8600 115 WG 115 1 -3705 -3705 A X = 656.0 X = 1191 Controlling p= 1.00 Left to Right V3 328.0 20.5 1.8 596 296 6059 6059 15.0 8.0 3.0 105.0 4200 404 WG 404 3 1008 1008 A 5 V4 328.0 20.5 1.8 596 296 6059 6059 15.0 _ 8.0 4.5 105.0 4200 404 WG 404 3 947 947 A 5 X = 656.0 X = 1191 Controlling p= 1.00 1. WG = Wind governs, typical all levels 2. Typical panel DL weight = 10 psf 5. Use Perforated panel. • I O J Or 9725 u ip 1 wySu nc. `v 9725 SW rccr Bo Hillstlalo Hw Sulte 210E i Beaverton. Oregon 970053384 1 503 .6•4 790! m, 003 044.7405 tilam OON.UII9 CO. • Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 46 Simplified Seismic Analysis Issue Date: 6/28/06 Main Level - Floor • Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx V � Gov. Lngth Hght Wdth Br DL Load Design Pnl. Accum. Width Force psf plf plf Wind Shears g g g ' over plf p � Load plf ID Uplift=Pu HD Lo HD Notes L H W Area Front to Rear V5 316.0 7.5 2.8 873 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 B • V6 316.0 7.5 2.8 873 426 3197 3197 16.0 9.0 8.0 0.0 0 200 WG 200 1 1429 1429 B • X = 632.0 X = 1745 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.8 806 505 9840 9840 15.0 9.0 4.5 20.0 800 656 WG 656 5 5296 6305 E 3,4,5 V8 340.0 23.5 2.8 939 _ 505 11858 11858 18.5 9.0 3.5 120.0 4800 641 WG 641 5 3207 4154 E - 5 X = 632.0 X = 1745 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 C 0N orcfllrecr,plonning n c. ,, 9725 Sw Beave e Hillsoato Hwy. Suits 210E i Beaverton, Oregon 970053384 r+ 503.644 5091 fax 503 644 7609 In7C'Imu.enneel eti NmerC9n lnWWte or Architects NCARB *env e anfut!:: tern . c .. - Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 IBC Section 1617.1 Proj. No. 10009.04.02 - Unit 46 Simplified Seismic Analysis Issue Date: 6/28/06 Lower Level - Floor Vx Wind PnI Pnl Pnl Trib. PnI • Trib. Seismic Vx VG Gov. DL Design Brace Line Trib. Area Slesmic Force Lngth Hght Wdth Brg. Load pi Pnl. ID Uplift =P4. Accum. HD - - Notes Width Force psf Wind Shears over p Load p If HD Load pif plf , L H W Area Front to Rear V9 316.0 7.5 2.8 897 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 2980 H V10 316.0 - 7.5 2.8 897 501 3757 3757 16.0 8.0 8.0 0.0 0 235 WG 235 1 1550 2980 H Z = 632.0 X = 1794 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 829 579 11296 11296 2.5 8.0 1.3 0.0 0 4518 WG 4518 8 /STL 36095 42399 M /STL 3,4,6 V12 340.0 23.5 2.8 965 579 13613 13613 11.0 _ 8.0 2.0 120.0 3600 1238 WG 1238 8 8018 12172 M 5 X = 632.0 X = 1794 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 � o N ®rcrilrecrure� inc. 9725 SW Beaverton„ lllsd Ie Hwy. Sullo 21 0E Beaverton. Oregon 97005.3364 503.54. 7651 m, 503 544.7505 tiw,leof.mn5.acam -- - rj 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 Mern. • Remarks . ' ' ID Value Re. uirements Stia..ered Nallin. DF #2 Anchor Bolt HF #2B Connection DF#2 DF #2 Footnote :. 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 „0,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 0 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" 0 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 '/2 equal strap length min. lap at splices and joints. Provide'' /. 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' '44 lap length for continuous straps. 4,6,8 C 4395 MST37 21 -16d each end %z 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 'A equal strap length minimum lap at splices and joints. Provide V. lap length for continuous straps. 4,6,8 E 6420 MST60 28 each end 'A 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 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 @%' 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/ Fir. 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) 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 wrSET 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 _ t1014A 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 (,ennral 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. Sgt. 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.) PM & HD Penol 8. See 'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. I Shear Wall Symbol I - 9. Installation with adhesives requires certified Inspection. Additional notes may appear on the Shear Wall Layout sheet. O N arcnitccturciplannin g Inc. - - . 0725 SW B.. HaI.E.N H wy 5...210E P� III I ..]WTM1 1:31416.116.1 re �mve, ym,� 1 ,. a.or n uns 1 t