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Plans (13) 10 BUP2005-00289 10775 SW CANTERBURY LN 11 BUP2005-00291 10769 SW CANTERBURY LN 12 BUP2005-00292 10765 SW CANTERBURY LN 16 BUP2005-00293 10739 SW CANTERBURY LN 17 BUP2005-00295 10731 SW CANTERBURY LN 18 BUP2005-00301 10783 SW CANTERBURY LN 19 BUP2005-00299 10715 SW CANTERBURY LN 26 BUP2005-00284 10797 SW CANTERBURY LN MiTek Industries, Inc. 27 BUP2005-00286 10793 SW CANTERBURY LN 7777 Greenback Lane Suite 109 28 BUP2005-00287 10789 SW CANTERBURY LN Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 509202 Fax 916/676-1909 Polygon-Canterbury Woods-Four-plex 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:R18394018 thru R18394108 My license renewal date for the state of Oregon is June 30,2006. a TIC PRQp. J COVE 15766PEct Y 1 ! _g Apre 9' 0. 00I )9414 �bjy C{ir �$' VI - L ( vsS g (. EXPIRATION DATE:06-30-06 1 September 26,2005 Yu,Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. li r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 Al COMMON 2 1 818394018 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:04 2005 Page 1 -1-6-01 5-2-2 I 10-9-5 I 16-4-8 I 21-11-11 I 27-8-14 32-9-0 1-6-0 5-2-2 5-7-3 5-7-3 5-7-3 5-7-3 5-2-2 4x4= Scale=1:73.8 7.00 FF 6 3x4 i 3x4 O 3x4 i 5 7 _ 5x8 i 4 -2x4 x4 I I 5x8 3 8 i* 2 N\9 - @ ® 6 9 ft * Jo * ,.$ @ Id .M d 15 14 13 12 11 10 10x10= 3x10= 3x8= 3x4= 3x10= 10x10=- 2x4 2x4 II 2x4 I I I 7-11-12 16-4-8 I 24-9-4 7-11-12 I 8-4-12 8-4-12 I 32-9-0 I 7-11-12 Plate Offsets(X,Y): (3:0-4-0,0-1-8],[8:0-4-0,0-1-8],[10:0-4-8,Edge],[15:0-4-8,Edge],[25:0-2-0,0-2-0],[26:0-1-12,0-0-12],[42:0-2-0,0-0-01,[45:0-1-12,0-0-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof TCLL 25.0 Plates Increase 1.15 TC 0.78 VertLL -0.15 13-14 >999 240 MT20 185/144 TCDL Snow=2 7 0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.32 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:249lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, except BOT CHORD 2 X 4 DF 1800F 1.6E end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. 3-14 2 X 3 SPF Stud,8-11 2 X 3 SPF Stud,2-15 2 X 6 DF No.2 WEBS 1 Row at midpt 5-13,7-13,3-15,8-10 9-10 2 X 6 DF No.2 OTHERS 2 X 4 HF Std REACTIONS (lb/size) 15=1470/0-5-8,10=1353/0-5-8 Max Horz15=206(load case 18) Max Upliftl5=-1567(load case 20),10=-1522(load case 23) Max Grav15=3248(load case 13),10=3074(load case 14) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-988/428,3-4=-3737/1669,4-5=-3129/1303,5-6=-2346/1021,6-7=-2346/1020,7-8=-3762/1675, 8-9=-1173/467,2-15=-885/298,9-10=-805/272 BOT CHORD 14-15=-2010/3838,13-14=-1170/2640,12-13=0/1937,11-12=-1118/2653,10-11=-1943/3873 WEBS 3-14=-508/352,5-14=-227/603,5-13=-881/235,6-13=-4/935,7-13=-892/237,7-11=-231/624,8-11=-531/357, 3-15=-3846/2197,8-10=-3689/2164 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. tiv,“) PR OFe 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 N 41 cP 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. Vit' 15766 PE t 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. t 9)Gable studs spaced at 2-0-0 oc. 1A+0— GON 0rt7 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. Y%,,, .0400... t 11)This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-9-0 "` "„ , for 150.0 plf. 'i r,F.' LOAD CASE(S) Standard t EXPIRATION DATE:06-30-06 September 26,2005 d ® WARNING-Verify design 1 tg parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1047473 BEFORE USE. 7777 Greenback Lane . • 1111 Design valid for use only with!Wick connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,DSB-89 and BCSII Building Component ■ iTek� Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. [ 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A2 STUDIO VAULT 12 1 R18394019 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:05 2005 Page 1 6-8-12 6-6 12 13-1-4 I 16-4-8 I 19-7-4 1 26-2-4 I 32-9-0 134-3-01 6-6-8 3-3-4 3-2-12 6-7-0 6-6-12 1-6-0 4x4 11Scale=1:74.4 7.00 12 5 4x5 i _ 3x6 4 6 r, .q 3x4 i 3x4 G 3x4 3 411 7 3x4 te 2 8 3x12 i '4 1 S�cB 13 3x10 3x5 g 10 4x6; Id 19 18 17 16 15 3 14-2-0 til 3x4 11 4x4= 5x10= 1.5x4 111.5x4 II 3x4 11 1 6-6-12 I 13-1-418-7-0 19--�1 26-2-4 I 7 I 32-9-0 I 6-6-12 6-6-8 5-5-12 1-0-4 6-7-0 6-6-12 Plate Offsets(X,Y): [14:0-2-4,0-2-12] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.68 Vert(LL) -0.20 15 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.55 15 >705 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.31 11 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:182 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except BOT CHORD 2 X 4 DF No.2 *Except" end verticals. 6-13 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud "Except* WEBS 1 Row at midpt 4-17 2-17 2 X 4 HF Std,4-17 2 X 4 HF Std,1-19 2 X 6 DF No.2 JOINTS 1 Brace at Jt(s):14 9-112X6 DF No.2,9-12 2 X 4 DF No.2-G,5-16 2 X4 DF No.2-G 14-17 2 X 4 DF No.2-G,15-202X4HF Std REACTIONS (lb/size) 19=1372/0-5-8,11=1492/0-5-8 Max Horz19=-207(Ioad case 5) Max Upliftl 1=-39(load case 8) Max Grav19=1577(load case 2),11=1753(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2269/8,2-3=-1704/6,3-4=-1543/31,4-5=-2160/0,5-6=-2217/0,6-7=-2518/0,7-8=-2659/0,8-9=-3345/0,9-10=0/99, 1-19=-1499/28,9-11=-1791/60 BOT CHORD 18-19=-153/685,17-18=-10/1825,16-17=0/10,15-16=0/0,6-13=0/379,13-14=0/2232,12-13=0/2854,11-12=-4/512 WEBS 2-18=-14/173,2-17=-598/77,4-17=-1207/0,6-14=-791/91,8-13=-606/110,8-12=-166/86,1-18=0/1146,9-12=0/2284, 14-16=0/152,5-14=0/2009,4-14=0/880,14-17=0/2022 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and PROF right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �C, [ iS> 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 444 -7 , 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. ifi' 15766 PE 1-- 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. 8)Bearing at joint(s)11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity o l bearing surface. `GC}lir'\(1)9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (1,, q LOAD CASE(S) Standard EXPIRATION DATE:06-30-06 3 September 26,2005 0 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE7777 Greenback Lane PAGE MD-7473 BEFORE USE, I �� ir Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is fororaan individual building component. Suite 109 MiTek Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the fabrication,qualityllcontrol,storage,dmanent elivof the overall structure is the ery,erection and bracing, onresponsibility ult sibAiNS1/TP11 Quaof the lity Criteridesia,DSB-8er.For9 and BCeneral SI1 Building uidance Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITekm 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394020 509202 A3 STUDIO VAULT 5 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:07 2005 Page 1 1-1-6-01 6-6-12 1 13-1-4 16-48 1 19-7-4 1 26-2-4 1 32-9-0 'r4 3-0{ 1-6-0 6-6-12 6-6-8 3-3-4 3-2-12 6-7-0 6-6-12 1-6-0 4x4= Scale=1:75.5 7.00 12 6 4x5 i 3x6 5 7 3x4�i 3x4 i 3x4 4 8 3x4 ‹."- 335.4. 3x10 i 'S 2 8x8 14 3x10 ur 11 ` _ 3x5 ~ 10 ,? 1. 4 13 � 111_ 4x62 .z 1 20 19 18 17 16 4 nn1t7 14-2-0 1g 3x4 11 4x4= 5x10= 1.5x4 II 1.5x4 11 3x41 11 1 6-6-12 1 13-1-4 1 18-7-0 519-7-11 26-2-4 32-9-0 1 6-6-12 6-6-8 5-5-12 1-0-4 6-7-0 6-6-12 Plate Offsets(X,Y): 115:0-2-4,0-2-12] TCLL LOADING(psf)5.0 ps25 O SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.68 Vert(LL) -0.20 16 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.55 16 >705 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.31 12 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:185 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except BOT CHORD 2 X 4 DF No.2 *Except* end verticals. 7-14 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud *Except* WEBS 1 Row at midpt 5-18 3-18 2 X 4 HF Std,5-18 2 X 4 HF Std,2-20 2 X 6 DF No.2 JOINTS 1 Brace at Jt(s):15 10-12 2 X 6 OF No.2,10-13 2 X 4 DF No.2-G,6-17 2 X 4 DF No.2 15-182X4 DF No.2-G,16-21 2 X 4 HF Std REACTIONS (lb/size) 20=1486/0-5-8,12=1489/0-5-8 Max Horz20=-194(load case 5) Max Uplift20=-41(load case 7),12=-39(load case 8) Max Grav20=1749(load case 2),12=1752(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-2237/1,3-4=-1691/3,4-5=-1535/28,5-6=-2152/0,6-7=-2208/0,7-8=-2510/0,8-9=-2657/0,9-10=-3343/0, 10-11=0/99,2-20=-1669/72,10-12=-1791/60 BOT CHORD 19-20=-149/519,18-19=-4/1796,17-18=0/10,16-17=0/0,7-14=0/379,14-15=0/2225,13-14=0/2852,12-13=-5/512 WEBS 3-19=-33/170,3-18=-576/72,5-18=-1207/0,7-15=-791/91,9-14=-606/110,9-13=-166/86,2-19=0/1285,10-13=0/2283, 15-17=0/152,6-15=0/2001,5-15=0/880,15-18=0/2012 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and 0 PROpp right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. fCG) c5'�� 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. 15766 PE { 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. 8)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o c, t bearing surface. 9 O,.. GON 0> 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4, Al, ....ore..0,3* LOAD CASE(S) Standard .k.40_ 460. !1!60 ., 4111016,. EXPIRATION DATE:06-30-06 J September 26,2005 e i WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE M I-7473 BEFORE USE. 7777 Greenback Lane ... ® Design valid for use only with Iv1Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. i ? Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A4 CAL HIP STUDIO VAULT 1 1 818394021 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:08 2005 Page 1 18-7-0 r1-6-01 8-6-12 1 11-5-6 I 159-5 16-11-�1 1 21-310 1 26-2-4 32-9-0 3q 3-0 1-6-0 6-6-12 4-10-10 4-3-15 1-2-6 1-7-5 2-8-10 410-10 6-6-12 1-6-0 Scale=1:76.2 1.5x4 II 1.5x4 II 1.5x4 II 7.00 171Z 8 10 5x8\\ 6 11 II � SxB// r.;, : 3x4 i 5 264IIIIIIIN13 3x4 i,/~ h 3x4 •`' 3x4 Q 4 14 3 15 N 3x10 i ;./ I.• 5x10= 3x10 2 ro r. 3x04 16 N 0 1 _ - - =_..,.,..0016 _ ` `� 17 d of 19 _ 4x5 Id 25 Y4 23 22 II 3 011124-2-0 1 3x4 I I 4x4= 3x10= 3x$ I I 3x II 6-6-12 11-5-6 18-7-0 1 21-3-10 1 26-2-4 1 32-9-0 1 6-6-12 410-10 7-1-10 2-8-10 4-10-10 6-6-12 Plate Offsets(X,Y): (21:0-4-0,0-2-8] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) Weft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.86 Vert(LL) -0.21 12 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.42 22-23 >931 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.24 18 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:188 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 `Except` end verticals. Except: 12-22 2 X 4 HF Std 1 Row at midpt 5-7,9-13 WEBS 2 X 3 SPF Stud `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 21-23 2 X 4 DF No.2,5-21 2 X 4 DF No.2,2-25 2 X 6 DF No.2 16-18 2 X 6 DF No.2,16-19 2 X 4 DF No.2 REACTIONS (lb/size) 25=1495/0-5-8,18=1495/0-5-8 Max Horz25=-182(Ioad case 5) Max Uplift25=-52(load case 7),18=-52(load case 8) Max Grav25=1780(load case 2),18=1780(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-2257/19,3-4=-1867/27,4-5=-1654/45,5-6=-120/57,6-8=-25/0,5-7=-3027/62,7-26=-3027/62, 26-27=-3027/62,9-27=-3027/62,9-12=-3027/62,12-13=-2992/52,10-11=-25/0,11-13=-126/51,13-14=-2817/0, 14-15=-2956/0,15-16=-3367/0,16-17=0/99,2-25=-1694/87,16-18=-1835/76 BOT CHORD 24-25=-146/626,23-24=-19/1798,22-23=0/58,21-22=0/137,12-21=-377/79,20-21=0/2537,19-20=0/2857,18-19=0/599 WEBS 3-24=-52/119,3-23=-345/56,5-23=-451/20,21-23=0/1677,5-21=0/2012,13-21=-35/1199,13-20=-2/335,15-20=-291/123, 15-19=-182/63,2-24=0/1179,16-19=0/2202,6-7=-186/49,9-11=-175/46 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and ,O PROD right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. A ]N 6,f 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. i2 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. 15766 PE 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)Bearing at joint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o S bearing surface. -7 0.— GON 0) 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' iii" ', 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard � ti1r I EXPIRATION DATE:06-30-06 September 26,2005 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED bIITEX REFERENCE PAGE ffiI-7473 BEFORE USE 7777 Greenback Lane wirme Design valid for use only with IvL7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quoin)/Criteria,DSB-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MiTek m I ) Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A4A CAL HIP STUDIO VAULT 1 1 818394022 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:10 2005 Page 1 21-3-10 -1-6-0 6-6-12 1 11-5-6 1 13-9-5 I OS 18-7-0 18-11111 1 26-2-4 32-9-0 34-3-0 1-6-0 6-6-12 4-10-10 2-3-15 4-9-11 0-4-11 2-3-15 4-10-10 6-6-12 1-6- dale=1:61.8 5x8\\ 5 8 X 3x4 I`\ 5x8// 4 20 8 21 `7 7.00 12 3x4 f 3x4 3 9 u N n 4x8 O 1111111 '11111111 56x12= 2 .134:4 .... � 3x10‹.`10 a a' ctir 13 �1 4x6 rer o 19 18 17 16 3.00112 12 3x4 II 5x5= 4x8= 34 II 142-0 3x1 II 6-6-12 11-5-6 1 18-7-0 1 21-3-10 1 26-2-4 32-9-0 6-6-12 410-10 7-1-10 2-8-10 410-10 6-6-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) 0.27 6-15 >999 240 MT20 185/144 (Roof Snow=25.0) TCDL 7,0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.49 14-15 >798 180 BCLL 0.0 Rep Stress lncr YES WB 0.95 Horz(TL) 0.29 12 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:178 lb LUMBER X BRACING TOP CHORD 2 X 4 DF No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-5 2 X 4 DF 1800F 1.6E end verticals. BOT CHORD 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-16 2 X 4 HF Std WEBS 2 X 3 SPF Stud *Except* 15-172X4OFNo.2,4-152X4OFNo.2,2-192X6OFNo.2 10-12 2 X 6 DF No.2,10-13 2 X 4 DF No.2 REACTIONS (lb/size) 19=1609/0-5-8,12=1609/0-5-8 Max Horz19=-136(load case 5) Max Uplift19=-61(load case 7),12=-61(load case 8) Max Grav19=1975(load case 2),12=1975(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-2580/35,3-4=-2224/62,4-5=-140/0,4-20=-3653/53,6-20=-3653/53,6-21=-3623/47,7-21=-3623/47, 7-8=-140/0,7-9=-3544/8,9-10=-3870/0,10-11=0/99,2-19=-1886/96,10-12=-2031/87 BOT CHORD 18-19=-123/671,17-18=-69/2075,16-17=0/59,15-16=0/137,6-15=-541/116,14-15=0/3074,13-14=0/3307,12-13=-3/618 WEBS 3-18=-83/114,3-17=-275/72,4-17=-624/71,15-17=-64/2042,4-15=0/2458,7-15=-118/1507,7-14=0/301,9-14=-199/192, 9-13=-239/54,2-18=0/1413,10-13=0/2622 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. c.0 Opt- 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. \ NG)N € c5',,© 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. .4t7 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. �J 766 P 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o bearing surface. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tr t 44, LOAD CASE(S) Standard ( 4.- N4 .404040 EXPIRATION DATE:06-30-06 September 26,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M117473 BEFORE USE. 7777 Greenback Lane am�� Design valid for use only with ivYTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI I Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A4B CAL HIP STUDIO VAULT 818394023 1 1 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:11 2005 Page 1 21-3-10 1-1-6-0 I 6-6-12 11-5-6 11(9-5 18-7-0 I 120.11-11 I 26-2-4 32-9-0 34-3-0 1-6-0 6-6-12 4-10-10 0-3-15 6-9-11II 2-4-11 0-3-15 4-10-10 I 8-8-12 I tale=1:60.9 5x10= 3x4 11 5x8= 4 5 6 Ti 7.00 12 3x4 i 3 3x4 4000... 7 3x10 4 '-`�. � 13 8x12= 2 12 3x10 *- N h 11001" 1°.°1°./".----- - Y 3x4 8 of 11 9 Id 4x5; = o 17 16 15 ' 14 3.00112 3x4 II 5x5= 4x10= 3x11 11 14-2-0 10 3x4 11 6-6-12 6-6-1211-58 18-7-0 1 21-3-10 26-2-4 32-9-0 4-10-10 7-1-10 2-8-10 4-10-10 6-6-12 Plate Offsets(X,Y): [4:0-5-0,0-1-2],[6:0-4-0,0-1-2] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.84 Vert(LL) -0.26 5-13 >999 240 TCDL 7,0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.47 12-13 >829 180 MT20 185/144 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.28 10 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:170 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 *Except* end verticals. 5-14 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing. WEBS 2 X 3 SPF Stud *Except* 13-15 2 X 4 HF Std,4-13 2 X 4 DF No.2,2-17 2 X 6 DF No.2 8-10 2 X 6 DF No.2,8-11 2 X 4 DF No.2 REACTIONS (lb/size) 17=1467/0-5-8,10=1467/0-5-8 Max Horz17=-138(load case 5) Max Upliftl7=-35(load case 7),10=-35(load case 8) Max Grav17=1901(load case 2),10=1901(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-2463/0,3-4=-2085/14,4-5=-3478/0,5-6=-3432/0,6-7=-3316/0,7-8=-3688/0,8-9=0/99,2-17=-1813/70, 8-10=-1953/59 BOT CHORD 16-17=-120/638,15-16=-56/1977,14-15=0/60,13-14=0/138,5-13=-526/104,12-13=0/2857,11-12=0/3148,10-11=0/594 WEBS 3-16=-74/119,3-15=-325/87,4-15=-648/59,13-15=-45/1885,4-13=0/2230,6-13=-101/1414,6-12=-4/336,7-12=-257/201, 7-11=-223/62,2-16=0/1347,8-11=0/2490 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. D PRO-k•- .<(51'. 6.I O-k•- 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. �ryGfj�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. 'i 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. J�766 P 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity bearing surface. t 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 O 'GON g LOAD CASE(S) Standard (fi 'y 411111116"- < EXPIRATION DATE:06-30-06 J September 26,2005 WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111.74 73 BEFORE USE. 7777 Greenback Lane li Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buikiing component. � Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 109 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Citrus Heights,CA,95610 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITeKm f A Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A5 CAL HIP 1 1 818394024 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:14 2005 Page 1 I 6-4-8 10-6-14 10-133013 16-4-8 21-10-3 22(251-2 26-4-8 32-9-0 I 6-4-8 4-2-6 0-3-15 5-5-11 5-5-11 0-3-15 4-2-6 6-4-8 Scale=1:57.1 5x8= 5x8= 4 7.00 12 h $ € $ §- y 6x10 1 6x10 2 Z • 4x5 l D 1 4. ; °N.: 4x5 I d Di \ . r.7 --_ Id 15 14 13 12 11 10 g 8 5x8= 3x4= 3x8= 3x4= 3x4= 5x8= I 6-4-8 10-6-14 16-48 6-4-8 I 1 1 22-2-2 I 26-4-8 I 32-9-0 I 42-6 5-9-10 5-9-10 4-2-6 6-4-8 Plate Offsets(X,Y): P:0-4-0,0-1-2E15:0-4-0,0-1-2],[8:0-4-0,0-3-41,115:0-4-0,0-3-4],[22:0-1-8,0-0-121,137:0-1-8,0-0-1211 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.76 Vert(LL) -0.14 9-10 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.86 Vert(TL) 0.22 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:214 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except 3-5 2 X 4 DF No.2 end verticals. BOT CHORD 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. WEBS 2 X 3 SPF Stud *Except* WEBS 1 Row at midpt 3-12,5-12,2-15,6-8 3-122 X4 HF Std,5-12 2 X 4 HF Std,1-152X6 DF No.2 2-15 2 X 4 HF Std,7-8 2 X 6 DF No.2,6-8 2 X 4 HF Std OTHERS 2 X 4 HF Std REACTIONS (lb/size) 15=1356/0-5-8,8=1356/0-5-8 Max Horz15=129(Ioad case 17) Max Uplift15=-1304(Ioad case 17),8=-1304(load case 16) Max Grav15=3070(load case 12),8=3070(load case 13) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1541/704,2-3=-3478/1234,3-4=-2873/882,4-5=-2873/882,5-6=-3478/1234,6-7=-1541/704,1-15=-1047/326, 7-8=-1047/326 BOT CHORD 14-15=-1917/3908,13-14=-1025/2924,12-13=-566/2343,11-12=-347/2201,10-11=-437/2343,9-10=-896/2924, 8-9=-1786/3908 WEBS 2-14=-2/184,2-13=-559/376,3-13=-174/491,3-12=-647/1217,4-12=-593/107,5-12=-647/1217,5-10=-175/491, 6-10=-559/376,6-9=-2/184,2-15=-3333/1805,6-8=-3333/1804 NOTES c.0 PROF 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;CategoryII;Exp B;enclosed;MWFRS interior zone;cantilever left and -S12' ' right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. [ 4 Q 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 4,, `✓` End Detail" C' 15766PE r:- 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)Provide adequate drainage to prevent water ponding. 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated. (� t{i 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 1 9)Gable studs spaced at 2-0-0 oc. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f}4 '` ' Continued on page 2 EXPIRATION DATE:06-30-06 J September 26,2005 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 ramritr Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.fabrication,Additional uality control,storage,drmanent elivery,erection and of the overall structure bracing consult responsibility SI/TPIl Quality Cing riteria,DSB-8ner.For 9 andral BCS11 Building uidance Component 4 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MITekm t ) Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A5 CAL HIP 1 1 818394024 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:14 2005 Page 2 NOTES 11)This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-9-0 for 150.0 plf. LOAD CASE(S) Standard A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD--7473 BEFORE USE. l Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 7777 Greenback Lane Applicability of design Suite 109 PP tY g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component Safely information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MITeKm A S Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A5A CAL HIP 1 1 818394025 BMC West-Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:17 2005 Page 1 17-6-12 I 6-4-8 I10-6-14 1 15-2-4 f 16-481 111 22-2-2 I 26-4-8 32-9-0 6-4-8 4-2-6 4-7-8 6 1-2-4 1-2-4 12 47-6 4-2-6 6-4-8 Scale=1:57.1 5x8\\ 5x8// 7.00 12 3 48 49 lk,,,,,,_414 :'' _� • 5 5x8 G 78: 2 d 4X5 I I 1 4x5 I Nil lr"al/„ 17 a M LT, Io 25 24 23 22 21 20 19 18 5x8= 3x4= 3x8= 3x4= 3x4= 5x8= I 6-4-8 1 10-6-14 16-4-8 22-2-2 I 26-4-8 1 32-9-0 6-4-8 4-2-6 5-9-10 5-9-10 42-6 & 1 4-8 Plate Offsets(X,Y): [2:0-2-13,0-1-12],[5:0-2-0,0-0-8],[7:0-2-0,0-0-8],[10:0-2-0,0-1-8],[13:0-2-0,0-2-8],[16:0-2-13,0-1-12],[18:0-4-0,0-3-4],[25:0-4-0,0-3-4],[30:0-1-8,0-0-12], [43:0-1-8,0-0-12] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.13 23-24 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.21 22-23 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.09 18 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:233 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, except 3-15 2 X 4 DF No.2 end verticals. Except: BOT CHORD 2 X 4 DF 1800F 1.6E 1 Row at midpt 3-7,10-15 WEBS 2 X 3 SPF Stud `Except` BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. 3-22 2 X 4 HF Std,15-22 2 X 4 HF Std,1-25 2 X 6 DF No.2 WEBS 1 Row at midpt 3-22,15-22,2-25,16-18 2-25 2 X 4 HF Std,17-18 2 X 6 DF No.2,16-18 2 X 4 HF Std 4-5 2 X 4 HF Std,13-14 2 X 4 HF Std OTHERS 2 X 4 HF Std REACTIONS (lb/size) 25=1402/0-5-8,18=1402/0-5-8 Max Horz25=-173(load case 16) Max Uplift25=-1453(load case 19),18=-1453(load case 22) Max Grav25=3094(load case 12),18=3094(load case 13) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1551/679,2-3=-3521/1475,3-4=-797/674,4-6=-412/358,6-8=-35/0,3-5=-2080/394,5-7=-2080/394,7-48=-2080/394, 9-48=-1823/137,9-49=-1823/137,10-49=-2080/394,10-13=-2080/394,13-15=-2080/394,11-12=-35/0,12-14=-412/358, 14-15=-797/674,15-16=-3521/1475,16-17=-1551/678,1-25=-1054/352,17-18=-1054/352 BOT CHORD 24-25=-2087/3942,23-24=-1165/2957,22-23=-713/2384,21-22=-281/1944,20-21=-651/2384,19-20=-1089/2957, _ 18-19=-2011/3942 WEBS 2-24=-6/184,2-23=-599/351,3-23=-183/516,3-22=-352/964,9-22=-490/85,15-22=-352/964,15-20=-183/516, c,0 P13O it 16-20=-599/351,16-19=-7/184,2-25=-3364/1960,16-18=-3364/1959,10-12=-231/72,6-7=-231/72,4-5=-35/20, \�4:01, [N. N /©13-14=-35/20 '�% NOTES 4../ 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and 5766p1* r 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" t 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. L':-9 GQNrY 4)Unbalanced snow loads have been considered for this design. iCr,ii.,„ h�' 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. 46114!,,,,,Y 7)All plates are 1.5x4 MT20 unless otherwise indicated. Continued on page 2 EXPIRATION DATE.06-30-06 September 26,2005 i o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 itiom® Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7I1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Y � Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 A5A CAL HIP 1 1 818394025 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:55:17 2005 Page 2 NOTES 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)Gable studs spaced at 2-0-0 oc. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-9-0 for 150.0 plf. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. t Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 61 MONO CAL HIP 1 1 818394026 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:18 2005 Page 1 -1-6-0 I 3-9-12 I 7-7-12 7-11-111 12-0-0 1-6-0 3-9-12 I &10-0 0-3-15 4-0-5 4x4= Scale=1:35.0 3x8= 5 9 6 112IIIM I 7.00 12 1.5x4 4 n r. v N ur 3 lliiiihi... 2 AM sour am 'CA B. �m i+ OM "' IM 4x4 i 4x10 II 8 10 11 7 4x8= 3x4 I I I 7-5-1 7-j-?2 12-0-0 7-5-1 0-2-11 4-4-4 Plate Offsets(X,Y): (2:0-5-15,0-3-2],(5:0-1-15,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.02 8 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.38 Vert(TL) -0.11 2-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:69 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc purlins, 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. 6-7 2 X 4 DF No.2-G SLIDER Left 2 X 6 DF No.2 2-2-4 REACTIONS (lb/size) 7=1320/Mechanical,2=1019/0-5-8 Max Horz2=122(load case 6) Max Uplift7=-208(load case 6),2=-67(load case 7) Max Grav7=1320(load case 1),2=1211(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3=-1354/122,3-4=-1249/132,4-5=-1043/139,5-9=-853/149,6-9=-853/149,6-7=-1221/221 BOT CHORD 2-8=-138/1047,8-10=-38/61,10-11=-38/61,7-11=-38/61 WEBS 4-8=-246/56,5-8=-585/309,6-8=-166/1244 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. PROx 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. vyGlNE€ /....,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. Gt- 157661E F 9)Refer to girder(s)for truss to truss connections. 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 with 8-0-0 end setback. 12)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555lb down and 221 lb up at c,,.. I 7-9-0 on top chord. The design/selection of such special connection device(s)is the responsibility of others. 1 0•`00N 0) 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'It' t1`' ,-,,,,,orb, LOAD CASE(S) Standard ,44,...._,..0_, l ROP, Continued on page 2 EXPIRATION DATE:06-30-06 J September 26,2005 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6IIf--7473 BEFORE USE. 9 7777 Greenback Lane KImo® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek` Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. II Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 61 MONO CAL HIP 1 1 R18394026 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:18 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-6=-153,2-7=-48(F=-28) Concentrated Loads(Ib) Vert:5=-555 R WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED DDTER REFERENCE PAGE dIII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 ermmiliSi Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MiTek 00 ll Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 B1A MONO CAL HIP 1 1 818394027 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 a Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:55:19 2005 Page 1 I -1-6-0 I 3-9-12 7-7-12 7-I1-I1 12-0-0 1-6-0 3-9-12 I 3-9-15 0-3-15 4-0-5 4x4= Scale=1:35.0 3x4= 4 5 IIOM 7.00 12 3x4 i 3 n 1.0r 11 N u) 3xa II 2 21zz am t: ►�� .3x6= 7 6 3x8= 1.5x4 11 I 7-5-1 7-'-il 2 12-0-0 7-5-1 0-2-11 44-4 Plate Offsets(X,Y): 14:0-1-15,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.05 7-8 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.12 7-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:58 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8 2 X 6 DF No.2 REACTIONS (lb/size) 6=482/Mechanical,8=609/0-5-8 Max Horz8=130(load case 6) Max Uplift6=-28(load case 6),8=-53(load case 7) Max Grav6=482(load case 1),8=804(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-304/43,3-4=-441/26,4-5=-303/39,5-6=-449/35,2-8=-419/39 BOT CHORD 7-8=-68/522,6-7=-24/38 WEBS 3-7=-267/60,4-7=-146/67,5-7=-23/461,3-8=-491/86 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. 0 P 1Or�c�' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. cP 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. /- c..,<'' {NG)N ',Cly 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15766 PE LOAD CASE(S) Standard I O•`GON 0)(11 Vi.. ....___, 1 440 401-9;17-47 EXPIRATION DATE:06-30-06 ,. September 26,2005 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE M11.7473 BEFORE USE. 7777 Greenback Lane Kice® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component M iTekts Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. w Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 B2 MONO CAL HIP 2 1 818394028 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:20 2005 Page 1 1 -1-6-0 I 3-9-12 I 7-7-12 I 9-11-11 I 12-0-0 1-6-0 3-9-12 3-9-15 2-3-15 5 2-0-5 4x5 i Scale=1:37.1 3x4= 4 10 6 7.00 'I". , -e I 3x4 i 01/'''''' .113111-21..111.1111.111.111 n N N 3x4 II 2 d c r: ►t 93x6= 8 7 3x8= 1.5x4 II I 7-5-1 7-T-112 12-0-0 I 7-5-1 0-2-11 4-4-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.05 8-9 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.12 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:61 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-92X6DFNo.2 REACTIONS (Ib/size) 7=587/Mechanical,9=646/0-5-8 Max Horz9=145(load case 6) Max Uplift7=-60(load case 7),9=-44(load case 7) Max Grav7=685(load case 2),9=908(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-313/0,3-4=-633/13,4-5=-140/0,4-10=-500/85,6-10=-500/85,6-7=-649/80,2-9=-470/47 BOT CHORD 8-9=-75/637,7-8=-24/38 WEBS 3-8=-175/67,4-8=-353/84,6-8=-68/747,3-9=-574/58 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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. , PR 0p- 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. S G1N NA . � 8)Refer to girder(s)for truss to truss connections. \ /0 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. C9 LOAD CASE(S) Standard 15766PE `'r9,,0"' GONg EXPIRATION DATE:06-30-06 J September 26,2005 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT7777 Greenback Lane r_�• ER REFERENCE PAGE MU-7473 BEFORE USE. r Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. MiTek. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394029 509202 B3 ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:22 2005 Page 1 I -1-6-0 I 6-0-0 I 12-0-0 I 1-6-0 6-0-0 6-0-0 2x4 II Scale:1/4"=1' 5 4 i 7.00 1-2 3.41 x4 G 3 1,1 3x8 i 2 11 1 8 7 6 2x4 II 3x8= 3x5= I 6-0-0 I 12-0-0 I 6-0-0 6-0-0 TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.50 Vert(LL) 0.02 6-7 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:60 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-6 2 X 4 HF Std,2-8 2 X 6 DF No.2 WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6=492/0-5-8,8=602/0-5-8 Max Horz8=192(load case 4) Max Uplift6=-41(Ioad case 4),8=-49(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-542/14,3-4=-123/69,4-5=-9/0,4-6=-171/43,2-8=-541/80 BOT CHORD 7-8=-151/200,6-7=-57/390 WEBS 3-7=0/236,3-6=-456/65,2-7=-28/210 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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� P �� � Nc �AGIN e t kJ 11' c, 15766PE r- 111 s -7 O"`GON 411 '#rCt'" ",6 �°' EXPIRATION DATE:06-30-06 3 September 26,2005 i 1 WARNING-Verifydesignparameters7777 Greenback Lane and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ILII-7473 BEFORE USE. r• ® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citr109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. r. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394030 509202 B4 ROOF TRUSS 2 2 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:23 2005 Page 1 I 6-0-0I 12-0-0 I 6-0-0 6-0-0 3x4 II Scale=1:48.5 5 4 G 7.00 FIY 4x8 I 3 - fo, /1 2 cc-1 .4". d ram"- 1 d'� r �� 4x4 6 ii 5x12= 7 6 4x4 D 3x10 II 4x4= I 6-0-0 I 12-0-0 I 6-0-0 6-0-0 Plate Offsets(X,Y): [1:0-0-2,0-2-0] TOL DING(psf)5.0 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.92 Vert(LL) -0.09 6-7 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.20 6-7 >713 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:146 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except BOT CHORD 2 X 6 DF 2400F 1.7E end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7 2 X 4 OF No.2-G WEBS 1 Row at midpt 4-6 SLIDER Left 2 X 6 DF No.2 3-6-7 REACTIONS (lb/size) 1=4223/0-5-8,6=4241/0-5-8 Max Horz1=181(load case 4) Max Upliftl=-1503(load case 13),6=-331(load case 12) Max Grav1=5490(load case 8),6=4300(load case 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-6560/2409,2-3=-5866/1820,3-4=-1254/1137,4-5=-9/0,4-6=-186/55 BOT CHORD 1-7=-2068/5499,6-7=-1030/4509 WEBS 3-7=-294/4373,3-6=-4570/480 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply tGx connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '� 3)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and ;,-) 0 E 45 �/0 right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. C^ 4)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. Ct. 15766 PE fir" 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. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t v 9)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 9 0'' GQN q for 165.0 plf. 4,6 4 *1/4(10)Girder carries tie-in span(s):32-9-0 from 0-0-0 to 12-0-0 ,i1 N LOAD CASE(S) Standard idiLeb. '''`' Continued on page 2 EXPIRATION DATE:06-30-06 , September 26,2005 s a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane mil. 6 Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 64 ROOF TRUSS 2 R18394030 2 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:23 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,1-6=-656(F=-636) WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED ffi1TES REFERENCE PAGE ffiI-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Iv17ek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MITek� i II Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 BLK1 FLAT 76 1 R18394033 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:26 2005 Page 1 1 3x4= 2 1.5x4 II I 1-10-6 1-10-6 Scale=1:9.5 4 ♦ 4* 11.5x4 II 1-10-6 3x4— 1 1-10-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) 0.00 4 >999 240 MT20 197/144 (Roof Snow=25.0) TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:8 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=70/0-5-8,3=70/0-5-8 Max Horz4=-29(load case 3) Max Uplift4=-14(load case 3),3=-14(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-53/22,1-2=-6/10,2-3=-53/11 BOT CHORD 3-4=-21/23 WEBS 1-3=-18/18 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Provide adequate drainage to prevent water ponding. 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)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,(,} PR Opus -4,,r,,, olG{NE€Al /0 2 'rI5766PE 'r- Ilko, 0"'GON, Vi „ dig ., e' EXPIRATION DATE:06-30-06 September 26,2005 i WARNING_Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hII1-7473 BEFORE USE. 7777 Greenback Lane ilem • Design valid for use only with Neck connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MITek6 r t Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394034 509202 C1 COMMON 3 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:27 2005 Page 1 -1-6-0 1 6-0-0I 12-0-0 I 1-6-0 6-0-0 6-0-0 4x4= Scale=1:28.6 3 /A1 7.0012 3x10 G 411111 3x10 4 2�i aa. ` ., N .Y 1:c3 N a _M ►. ra 6 Mi 2x4 II 3x10= 2x4 I I I 6-0-0 I 12-0-0 I 6-0-0 6-0-0 LTCLL OADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.50 Vert(LL) -0.01 6-7 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:52 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-72X6DFNo.2,4-52X6OFNo.2 REACTIONS (Ib/size) 7=604/0-5-8,5=476/0-5-8 Max Horz7=94(load case 6) Max Uplift7=-48(load case 7),5=-1(load case 8) Max Grav7=738(load case 2),5=555(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-551/26,3-4=-570/21,2-7=-680/77,4-5=-500/31 BOT CHORD 6-7=-91/321,5-6=-30/487 WEBS 3-6=0/216,2-6=-64/298,4-6=-129/254 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. ,,t) PROF 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. V`' t�',6, LOAD CASE(S) Standard *kr 17 + 15766PE ‘9_,..4.0..'GON 4 11 j Y EXPIRATION DATE:06-30-06 September 26,2005 It i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 1117'ER REFERENCE PAGE MH.7473 BEFORE USE. 7777 Greenback Lane amor • Design valid for use only with Muck connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394035 509202 CGE COMMON 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:28 2005 Page 1 -1-6-0 6-0-0 1 12-0-0 13-6-0 1-6-0 6-0-0 I I 6-0-0 1-6-0 4x4= Scale=1:29.5 5 1.5x4 II lib 1.5x4 II 7.00 PIT 4 1.5x4 , ' 15II el 1 m ..............................................................••1IA ................W ..................••••1........ .....................................................................................:........................................ 2x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 2x4 II I 12-0-0 I 12-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 VertLL -0.04 9 n/r 120 MT20 185/148 TCDL Snow=2�0o Lumber Increase 1.15 BC 0.10 Vert(TL) -0.04 9 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight'56 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4HFStd REACTIONS (lb/size) 16=187/12-0-0,10=187/12-0-0,13=211/12-0-0,14=182/12-0-0,15=121/12-0-0,12=182/12-0-0,11=121/12-0-0 Max Horz16=105(load case 6) Max Uptift16=-54(load case 7),10=-66(load case 8),14=-46(Ioad case 7),15=-49(load case 6),12=-47(load case 8), 11=-40(load case 5) Max Grav16=310(load case 2),10=310(load case 3),13=211(load case 1),14=267(load case 2),15=143(load case 2), 12=267(load case 3),11=143(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-60/125,3-4=-28/147,4-5=-11/138,5-6=-11/138,6-7=-10/147,7-8=-40/125,8-9=0/99,2-16=-265/65, 8-10=-265/74 BOT CHORD 15-16=-117/90,14-15=-117/90,13-14=-117/90,12-13=-117/90,11-12=-117/90,10-11=-117/90 WEBS 5-13=-173/0,4-14=-218/67,3-15=-139/58,6-12=-218/67,7-11=-139/56 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;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" o PR OF.6. 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. \C 61.„,‘G11\1645 jc/0 55)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. G 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^q 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. J76PI= 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 10)Gable studs spaced at 2-0-0 oc. 11)A plate rating reduction of 20%has been applied for the green lumber members. 111 v t 12)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. GGN � LOAD CASE(S) Standard111 , '..-- ap,ufw I EXPIRATION DATE:06-30-06, September 26,2005 e , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473BEFORE USE. 7777 Greenback Lane esectlit� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 01 CAL HIP 2 1 818394036 BMC West-Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:29 2005 Page 1 160 3-9-12 I 7-6-1 7-h1-11 13-1-13 1T-7-17 17-3-12 I 21-1-8 1-6-0 3-9-12 3-8-4 0-5-10 5-2-2 0-5-10 3-8-4 3-9-12 5x5 MI120.<:- Scale=1:43.7 6x10 MII2OH= 5 13 1.6 7.00 12 1.5x4 MI@0J 106 1.5x4 MI120'- 4 7 3 8 tci # 'NN, 2 9 Al Erl :lab. 8x8 1120 II 12 14 15 11 16 10 M1120"..% 8x8 M 1120 II 4x8 M 1120 3x8 M1120= 4x6 M1120=3x4 M1120= 4x8 M1120� 7-6-1 I 7-6-1 6 1 13-7-7 I 21-1-8 1 6-1-7 7-6-1 Plate Offsets(X,Y): 12:0-4-15,0-0-10],[6:0-5-0,0-1-21,[9:0-4-15,0-0-10] LOADING(psf) SPACING2-0-0 CSI TCLL 25.0 DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.95 Vert(LL) -0.09 10-12 >999 240 MII20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.17 10-12 >999 180 MII20H 139/108 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:118 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. 5-6 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* 6-122X4 HF Std SLIDER Left 2 X 6 DF No.2 2-2-4,Right 2 X 6 DF No.2 2-2-4 REACTIONS (lb/size) 9=1993/0-5-8,2=2096/0-5-8 Max Horz2=93(load case 6) Max Uplift9=-173(load case 8),2=-213(load case 7) Max Grav9=2234(load case 3),2=2386(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3=-3328/363,3-4=-3219/374,4-5=-3173/401,5-13=-2772/383,6-13=-2772/383,6-7=-3191/408,7-8=-3247/383, 8-9=-3352/371 BOT CHORD 2-12=-341/2648,12-14=-336/2783,14-15=-336/2783,11-15=-336/2783,11-16=-336/2783,10-16=-336/2783, 9-10=-264/2680 WEBS 4-12=-134/399,5-12=0/394,6-12=-207/199,6-10=0/396,7-10=-135/392 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. E ',. PRt F S 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. .1co NGINE'4. w 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. t� PE T' 5)Provide adequate drainage to prevent water ponding. Ct. 15766t„ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)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 8-0-0 end setback. y �?'`0C)N $' 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5551b down and 2211b up at (7 yrr 1 llir 13-4-8,and 5551b down and 2211b up at 7-9-0 on top chord. The design/selection of such special connection device(s)is the *4,�, responsibility of others. i� 'i+�'"r 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). - ` Continued on page 2 EXPIRATION DATE:06-30-06 September 26,2005 8 WARNING-VerifyA design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH--7473 BEFORE USE. 7777 Greenback Lane ... • Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITekm Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394036 509202 D1 CAL HIP 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:29 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-6=-153,6-9=-64,2-9=-48(F=-28) Concentrated Loads(lb) Vert:5=-555 6=-555 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-9473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSII Building Component M iTeICm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394037 509202 DIA CAL HIP 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:31 2005 Page 1 I 34-4 7-0-9 -6-3 12-8-5 131 1-15 16-10-4 I 20-8-0 ( 22-2-0 3-4-4 3-8-4 0-5-10 5-2-2 0-5-10 3-8-4 3-9-12 1-6-0 8x8 M1120= Scale=1:43.4 8x8 MI120= 4 14 5 7.00 FY : ' 1.5x4 MII20Q .5x4 M1120- 3 6 • n 2 7 U45 8 ® El 9 I A K 8x10 M1120 II 13 15 12 16 11 10 8x8 M1120 II 5x10 MI120 i 3x4 MI120= 8x8 MI120= 4x6 MI120=3x4 MI120= 4x10 MI120: I 7-0-9 I 13-1-15 I 20-8-0 I 7-0-9 6-1-7 7-6-1 Plate Offsets(X,V): [1:0-4-0,0-0-21,[4:0-4-11,0-2-21,15:0-4-11,0-2-21,[8:0-4-15,0-0-10],[12:0-4-0,0-4-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.11 12 >999 240 MI120 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.98 Vert(TL) -0.22 12 >999 180 TCDL 7.0 ( ) BOLL 0.0 Rep Stress!nor NO WB 0.85 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:118 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins. 4-5 2 X 6 DF No.2,5-9 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud SLIDER Left 2 X 8 DF No.2-G 2-2-4,Right 2 X 6 DF No.2 2-2-4 REACTIONS (lb/size) 1=2345/0-5-8,8=2045/0-5-8 Max Horz1=-93(load case 5) Max Upliftl=-177(load case 6),8=-199(load case 8) Max Grav1=2829(load case 2),8=2561(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4013/359,2-3=-3894/358,3-4=-4041/406,4-14=-3855/365,5-14=-3855/365,5-6=-3648/346,6-7=-3651/320, 7-8=-3764/314,8-9=0/44 BOT CHORD 1-13=-318/3089,13-15=-385/3555,12-15=-385/3555,12-16=-275/3198,11-16=-275/3198,10-11=-275/3198, 8-10=-218/2987 WEBS 3-13=-157/783,4-13=-218/237,5-12=-154/1404,5-10=-173/160,6-10=-112/496,4-12=-42/912 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. �. 8 PR OPt. 3)Unbalanced snow loads have been considered for this design. w., 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. �yC�1N 4/ �Q� 5)Provide adequate drainage to prevent water ponding. c , 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 15766 PE 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/TPI 1. 10)Girder carries hip end with 8-0-0 end setback. 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5551b down and 221lb up at iiii040, C3" GON IQs'7-7-5 on top chord,and 16761b down and 98Ib up at 10-1-8 on bottom chord. The design/selection of such special connection device(s) ,, 4 � ^�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). it r ',�for CL29i1MOS StMgStin daid EXPIRATION DATE:06-30-06 September 26,2005 9 ! WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design Citrvs Heights,CA,95610 pp ty g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB•89 and BCSI7 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. { r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 D1A CAL HIP 2 1 818394037 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:31 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-4=-64,4-5=-153,5-9=-64,1-16=-48(F=-26),8-16=-20 Concentrated Loads(Ib) Vert:4=-555 12=-1200(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ��ty Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safely information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394038 509202 D2 CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11.55:32 2005 Page 1 -1-6-0 3-9-12 I 7-6-1 I 9-11-11 11-1-13 13-7-7 17-3-12 21-1-8 I 1-6-0 3-9-12 3-8-4 2-5-105 1-2-2 7 2-5-10 3-8-4 3-9-12 Scale=1:39.4 5x5 i X 5x8// 4 15 16 6 • 7.00 12 06 Nr 3x4 i 3x4 3 8 IC.' u N N 2x4 I I 3x4 II 9 2 'a1 I oI 0 I d m d 14 13 12 11 10 3x6= 3x8= 3x4= 3x4= 3x6= I 7-6-1 13-7-7 I 21-1-8 I 7-6-1 6-1-7 7-6-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.05 11-13 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.11 10-11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.04 10 n/a n/a BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) Weight:108 lb LUMBERBRACING TOP CHORD 2 X 4 DF No.2 *Except* X TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins, except 4-6 2 X 6 DF No.2 end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud *Except* 6-132X4HFStd,2-142X6DFNo.2,9-102X6OFNo.2 REACTIONS (lb/size) 14=1135/0-5-8,10=1015/0-5-8 Max Horz 14=106(load case 6) Max Upl ft14=-65(load case 7),10=-19(load case 8) Max Grav14=1345(load case 2),10=1169(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-437/0,3-4=-1396/56,4-5=-148/0,4-15=-1174/117,15-16=-1174/117,6-16=-1174/117,6-7=-148/0, 6-8=-1417/54,8-9=-616/9,2-14=-552/53,9-10=-466/26 BOT CHORD 13-14=-73/1186,12-13=0/1187,11-12=0/1187,10-11=-6/1231 WEBS 3-13=-51/180,4-13=-80/252,6-13=-345/335,6-11=0/231,8-11=-51/153,3-14=-1148/79,8-10=-1003/60 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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. ,`(G �� PROpp 4 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,< G4 �C /� 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 1' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r- 15766PE t"' LOAD CASE(S) Standard t 7, 0"GON 4L Ct,-s►'�5,N 40113K-4P7'Ts EXPIRATION DATE:06-30-06 J September 26,2005 • ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE SRI-7473 BEFORE USE. 777 Greenback Lane r_r_• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component M iTekm Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394039 509202 D2A CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:33 2005 Page 1 1 3-4-4 7-0-9 I 9-6-3 1 10-8-5 1 13-1-15 1 16-10-4 1 20-8-0 1 22-2-0 3-4-4 3-8-4 2-5-10 4 1-2-2 6 2-5-10 3-8-4 3-9-12 1-6-0 5x51 Scale=1:39.0 X IIIIIIIIIIis45px8// 7.00 - 3 15 16 1 4,+ 3x4- 3x4 • 2 7 n r.ri N 3xVN 1 2x4 11 8 I. Lii LI 1L1 9 d 14 13 12 11 -10 3x6= 3x8= 3x4= 3x4= 3x8= I 7-0-9 113-1-15 20-8-0 7-0-9 I 8-1-7 7-6-1 TCLLLOADING(psf)5.0 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.70 Vert(LL) -0.04 11-13 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.11 10-11 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:107 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* X TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except 3-5 2 X 6 DF No.2 end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud *Except" 5-132X4HFStd,1-142X6OFNo.2,8-102X6OFNo.2 REACTIONS (lb/size) 14=999/0-5-8,10=1112/0-5-8 Max Horz14=-109(load case 5) Max Upliftl4=-18(load case 7),10=-65(load case 8) Max Grav14=1141(load case 2),10=1329(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-401/12,2-3=-1334/55,3-4=-148/0,3-15=-1120/121,15-16=-1120/121,5-16=-1120/121,5-6=-148/0,5-7=-1368/56, 7-8=-434/0,8-9=0/99,1-14=-340/24,8-10=-550/54 BOT CHORD 13-14=-63/1067,12-13=0/1145,11-12=0/1145,10-11=0/1166 WEBS 2-13=-45/219,3-13=-109/225,5-13=-359/306,5-11=0/233,7-11=-52/175,2-14=-1080/49,7-10=-1126/78 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. ? PRQp . 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. SCD NAGIN r~, s/© 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 25766PE LOAD CASE(S) Standard k0•`GOil . N o,`7" 4/6 „5 1 t EXPIRATION DATE:06-30-06 September 26,2005 c WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IML7473 BEFORE USE. 7777 Greenback Lane r• m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QualIy Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394040 509202 D3 COMMON 6 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:34 2005 Page 1 1 -1-6-0 1 5-0-14 1 10-6-12 1 16-0-10 1 21-1-8 1 1-6-0 5-0-14 5-5-14 5-5-14 5-0-14 4x5 11 Scale=1:49.4 4 ii 7.00 FIT 3.41111111111A\ x4 i 3 5 3x 4 11 II 6 00. 11k 2 1 —F Id— iR .. om 11 10 9 8 7 3x6= 3x4= 3x4=3x4= 3x6= 1 6-10-13 1 14-2-11 1 21-1-8 1 6-10-13 7-3-14 6-10-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.05 8-10 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.15 8-10 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:99 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, except BOT CHORD 2 X 4 OF No.2 end verticals. WEBS 2 X 3 SPF Stud `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-102 X4 HF Std,4-82 X4 HF Std,2-11 2X6 DF No.2 6-7 2 X 6 OF No.2 REACTIONS (lb/size) 11=983/0-5-8,7=863/0-5-8 Max Horz 11=143(load case 6) Max Uplift!1=-48(load case 7),7=-3(load case 8) Max Grav11=1173(load case 2),7=996(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-442/21,3-4=-1117/47,4-5=-1143/53,5-6=-615/38,2-11=-565/69,6-7=-479/42 BOT CHORD 10-11=-17/1011,9-10=0/679,8-9=0/679,7-8=0/1044 WEBS 3-10=-349/93,4-10=-11/497,4-8=-17/523,5-8=-372/98,3-11=-905/20,5-7=-756/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c.c3 P R 01' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. k, `S 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �}&(N4,-� /© LOAD CASE(S) Standard �� 15766PE 111104,, r- "":17, 0 GON Cr 400- �4N 4 400. Ir.% ' ( EXPIRATION DATE:06-30-06 September 26,2005 e I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with Wek connectors.This design is based only upon parameters shown,and is for an individual building component. Cit109 Applicability of design ramenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracing shown Citrus Heights,CA,95610 PP >Y 9 na P P P P P H 9 9 9 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek 6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394043 509202 El ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:37 2005 Page 1 1 -1-6-0 1 7-9-0 I 15-6-0 1 17-0-0 I 1-6-0 7-9-0 7-9-0 1-6-0 4x6 I Scale=1:34.1 7.00 12 • .7./.. .,°°111-7.00 4 R 1 _ 5 �� 3x8= 6 3x8= 1.5x4 II I 7-9-0 I 15-6-0 7-9-0 7-9-0 Plate Offsets(X,Y): [2:0-8-0,0-0-61,[4:0-8-0,0-0-61 LOADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.71 Vert(LL) -0.13 2-6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.23 2-6 >772 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:54 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 2=742/0-5-8,4=742/0-5-8 Max Horz2=84(load case 6) Max Uptift2=-50(load case 7),4=-50(load case 8) Max Grav2=902(load case 2),4=902(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/85,2-3=-840/19,3-4=-840/18,4-5=0/85 BOT CHORD 2-6=0/616,4-6=0/616 WEBS 3-6=0/349 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. . ;t..o p R O1r�, 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. hr's IN t$r0 LOAD CASE(S) Standard - 15766PE r" Li .O `GON o,`l` EXPIRATION DATE:06-30-06 j September 26,2005 a e ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11--7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ct u 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek` Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type� Qty Ply Polygon-Canterbury Woods-Four-plex 509202 E2 ROOF TRUSS 8 1 818394044 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:38 2005 Page 1 I •1-6-0 I 7-9-0 I 15-6-0 1-6-0 7-9-0 I 7-9-0 4x6 H I Scale=1:33.1 3 7.0012 • 2 4 3.0•010"11.1.1"1 " 1 __ I¢ 3x10= 1.5x4 II 3x10= I 7-9-0 15-6-0 7-9-0 7-9-0 Plate Offsets(X,Y): R:0-10-0,0-0-141,14:0-10-0,0-0-14] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP (Roof TCLL 25.0 Plates Increase 1.15 TC 0.75 VertLL -0.17 4-5 >999 240 MT20 197/144 TCDL SSnow=25.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.28 4-5 >640 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:52 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4=625/0-5-8,2=749/0-5-8 Max Horz2=95(load case 6) Max Upl'Ift4=-3(load case 8),2=-50(load case 7) Max Grav4=724(load case 3),2=904(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/85,2-3=-849/28,3-4=-862/19 BOT CHORD 2-5=0/632,4-5=0/632 WEBS 3-5=0/351 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. E0 PR(fpe, 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 04G( 6:51:4 LOAD CASE(S) StandardNC? a. 4 15766PE Ilhoo„ t lr 400-titt,.......0.406,+ EXPIRATION DATE:06-30-06 September 26,2005 s e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIf--7473 BEFORE USE, 7777 Greenback Lane m... • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek� Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394045 509202 EGE1 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:40 2005 Page 1 I 1-6o I 7-9-0 { 15-6-0 117-0-0 I 1-6-0 7-9-0 7-9-0 1-6-0 4x4= Scale=1:34.1 6 1.5x4 I 121.5x4 II 5 7.00 12 1.5x4 I ki r 1.5x4 II • 4 1.5x4 II 1.5x4 3 Y V 2 10 e a e e e Il` 11 Y 11 W 11 V 11 1 I' i i iii❖iii i i i 4�i i❖ii❖iiiii i i i i i iii iiiii i i i�i�i�i�i�i�i�i�i�iiiiii'iiii iiiiiii'iiiiiiiiiiiiiiii ii i i i iii i ilii 11 ld 3x4= 3x4= 1.5x4 II 1.5x4 II 1,5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 15-6-0 I 15-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.02 11 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 11 n/r 90 TCDL 7.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:69 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=215/15-6-0,10=215/15-6-0,15=148/15-6-0,16=164/15-6-0,17=181/15-6-0,18=113/15-6-0,14=164/15-6-0, 13=181/15-6-0,12=113/15-6-0 Max Horz2=109(load case 6) Max Uplift2=-61(load case 7),10=-78(load case 8),16=-42(load case 7),17=-57(load case 7),18=-40(load case 9), 14=-41(load case 8),13=-57(load case 8),12=-40(load case 9) Max Grav2=312(load case 2),10=312(load case 3),15=148(load case 1),16=239(load case 2),17=252(load case 2), 18=151(load case 2),14=239(load case 3),13=252(load case 3),12=151(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/83,2-3=-87/73,3-4=-64/66,4-5=-68/77,5-6=-72/97,6-7=-72/90,7-8=-68/50,8-9=-64/34,9-10=-75/31,10-11=0/83 BOT CHORD 2-18=-13/84,17-18=-13/84,16-17=-13/84,15-16=-13/84,14-15=-13/84,13-14=-13/84,12-13=-13/84,10-12=-13/84 WEBS 6-15=-107/0,5-16=-202/63,4-17=-203/72,3-18=-151/44,7-14=-202/62,8-13=-203/72,9-12=-151/44 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;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. PROF,. 4)Unbalanced snow loads have been considered for this design. � 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. „ 04° /© 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 15766PE t" 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard v O"GON EXPIRATION DATE:06-30-06 September 26,2005 a _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Hee Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown u09 ights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and BCSI1 Building Component M iTek� Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394046 509202 F1 COMMON 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:41 2005 Page 1 I -1-s-0 I 6-9-0 I 13-6-0 I 15-0-0 1-6-0 6-9-0 6-9-0 1-6-0 4x4= Scale=1:32.5 3 PSI 7.00 12 - 3x10 i 3x10 2 _ 4 H N 5d MIMI7 3x4 II 3x8= 3x4 I I I 6-9-0 I 13-6-0 I 6-9-0 6-9-0 TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (Loc) Vdefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.63 Vert(LL) -0.02 6-7 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:60 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-8 2 X 6 DF No.2,4-6 2 X 6 DF No.2 REACTIONS (Ib/size) 8=658/0-5-8,6=658/0-5-8 Max Horz8=-88(load case 5) Max Uplift8=-48(load case 7),6=-48(load case 8) Max Grav8=807(load case 2),6=807(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-635/23,3-4=-635/24,4-5=0/99,2-8=-743/81,4-6=-743/81 BOT CHORD 7-8=-95/449,6-7=-29/449 WEBS 3-7=0/250,2-7=-80/317,4-7=-88/317 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. o) P R Op 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Y' LOAD CASE(S) StandardI 2' 1144 -1Y1 c 15766PE r" 110‘,, y 0— GON cifL it/,A4,r' .,q X01 EXPIRATION DATE:06-30-06 September 26,2005 t B WARRING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MQ-7473 BEFORE USE. 7777 Greenback Lane r_ ft..• Design valid for use only with brick connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component ,y'iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1 f Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394047 509202 F2 COMMON 8 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:42 2005 Page 1 -1-6-0 6-9-0 I 13-6-0 1-6-0 6-9-0 6-9-0 4x4= Scale=1:31.6 3 PI I 7.00 12 4x10 i 4.10 4 2 d �co w' ` Ig_c Y �om d M FM4MI M8 3x4 I I 3x8= 3x4 I I I 6-9-0 I 13-6-0 6-9-0 8-9-0 LTCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.63 Vert(LL) -0.02 5-6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:58 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7 2 X 6 DF No.2,4-5 2 X 6 DF No.2 REACTIONS (lb/size) 7=666/0-5-8,5=540/0-5-8 Max Horz7=102(load case 6) Max Uplift7=-48(load case 7),5=-1(load case 8) Max Grav7=809(load case 2),5=628(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-638/28,3-4=-655/24,2-7=-745/81,4-5=-566/35 BOT CHORD 6-7=-107/449,5-6=-40/614 WEBS 3-6=0/252,2-6=-82/339,4-6=-200/296 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. CO PRO fi 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. K '' L �,' LOAD CASE(S) Standard fQ, 15766PE { I (I' -$ 6j .114-04 Iv ' EXPIRATION DATE'06-30-06 • September 26,2005 III WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 1fI7'ER REFERENCE PAGE 5171-7473 BEFORE USE. 7777 Greenback Lane O Design valid for use only with WOconnectors.This design is based only upon parameters shown,and is for an individual building component. CuCitruse 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component M iTe489 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394048 509202 F3 MONO CAL HIP 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:43 2005 Page 1 1 -1-6-0 7-11-3 61.3-F 13-6-0 I 1-6-0 7-11-3 0-3-15 5-2-14 5x10= Scale=1:36.3 2x4 I I 3 4 4� b4IU 10-MI MI IM I►/ 7 6 5 3x4 II 4x4= 3x4= 1 7-11-3 13-6-0 1 7-11-3 5-6-13 Plate Offsets(X,Y): [3:0-5-0,0-1-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.05 6-7 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.13 6-7 >999 180 TCDL 7.0 ReBCLL 0.0p Stress Incr YES WB 0.64 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:67 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5 2 X 4 HF Std,2-7 2 X 6 DF No.2,2-6 2 X 4 HF Std REACTIONS (lb/size) 5=546/0-5-8,7=671/0-5-8 Max Horz7=134(load case 6) Max Uplift5=-29(load case 6),7=-52(load case 7) Max Grav5=578(load case 3),7=861(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-675/20,3-4=-24/44,4-5=-242/56,2-7=-786/94 BOT CHORD 6-7=-110/687,5-6=-49/410 WEBS 3-6=0/294,3-5=-571/35,2-6=-275/167 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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. _c[) PR QPts 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '� c2' 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. \ 04G[NE.'� /C 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y ` ' 15766PE r- LOAD CASE(S) Standard S y O•`GON 0� 4'Crsri'' 6,,,�3 1 EXPIRATION DATE:06-30-06 September 26,2005 9 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE EUI-7473 BEFORE USE. 7777 Greenback Lane mem Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 ei Applicability of design ramenters and Citrus Heights,CA,95610 PP tY 9 Pa proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-69 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ! Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394049 509202 F3A MONO CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:44 2005 Page 1 -1-6-0 I 7-11-3 I 10-3-2 I 13-6-0 I 1-6-0 7-11-3 2-3-15 4 3-2-14 5x10= X Scale=1:38.5 3x4 II 3 9 5 WilliellIMIIMIMIIMIII7.00 12 rm n e 6 4x10 d1 2''i' r r OM PM 8 7 8 3x4 I I 4x4= 3x4= I 7-11-3 I 13-6-0 7-11-3 5-6-13 Plate Offsets(X,Y): f3:0-5-10,0-1-8],15:Edge,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof TCLL 25.0 Plates Increase 1.15 TC 0.77 VertLL -0.05 7-8 >999 240 MT20 185/144 TCDLSnow=2 X00) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.13 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:70 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 X TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-62X4HFStd,2-82X6OFNo.2,2-72X4HFStd REACTIONS (lb/size) 6=642/0-5-8,8=717/0-5-8 Max Horz8=149(load case 6) Max Uplift6=-50(load case 7),8=-49(load case 7) Max Grav6=678(load case 2),8=991(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-921/18,3-4=-140/0,3-9=-23/45,5-9=-23/45,5-6=-214/59,2-8=-912/90 BOT CHORD 7-8=-120/626,6-7=-58/636 WEBS 3-7=0/291,3-6=-867/84,2-7=-131/320 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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-cncurrent 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 anyother live loads. SA, 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. C. *NG]N , � �4r 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. L;, 77 LOAD CASE(S) Standard 15766PE , 0n GON 4" .446110, EXPIRATION DATE:06-30-06 September 26,2005 c A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH--7473 BEFORE USE. 7777 Greenback Lane rim Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394050 509202 F3B MONO CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:55:45 2005 Page 1 -1-6-0 1 7-11-3 1 12-3-2 113-6-01 1-6-0 7-11-3 4-3-15 1-2-14 1.5x4 II Scale=1:49.3 6 4 5x8:4111114 x8\\ r 4 I 1.5x4 II 7.00 12 3 . 11 7 3x101 2 .-1 1 1 f1 RR PM 10 9 6 3x4 II 4x4= 3x4= I 7-11-3 13-6-0 I 7-11-3 5-6-13 LTCLL OADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.05 9-10 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.13 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:75 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8 2 X 4 HF Std,2-10 2 X 6 DF No.2,2-9 2 X 4 HF Std REACTIONS (lb/size) 8=571/0-5-8,10=674/0-5-8 Max Horz10=172(load case 6) Max Uplift8=-63(load case 7),10=-33(load case 7) Max Grav8=799(load case 2),10=956(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-860/0,3-4=-134/43,4-6=-25/0,3-5=-24/41,5-11=-24/41,7-11=-24/41,7-8=-214/48,2-10=-878/75 BOT CHORD 9-10=-140/620,8-9=-49/583 WEBS 3-9=0/294,3-8=-785/60,2-9=-68/139,4-5=-159/43 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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. PR a 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. '\�c LCSS 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �Cj �t~,GIN fp 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 5766PEC' V/ 0*`GON 0)(11 All, iii riiiIrk.are\Te.; EXPIRATION DATE:06-30-06 September 26,2005 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE DDI-7473 BEFORE USE. 7777 Greenback Lane �i•m® Design valid for use only with Mrek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI1 Building Component M iTeke Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 'Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394051 509202 F3C ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:46 2005 Page 1 -1-6-0 1 8-9-0 I 13-6-0 1r4--? 1-6-0 6-9-0 6-9-0 0-9-2 Scale=1:56.1 3x4 II 5 4 9 7.00 FIZ 3x4 i 3 0d ,1 m 3x8�i h11666.. 2 8 7 6 3x4 II 3x4= 3x5= I 6-9-0 13-6-0 I 6-9-0 6-9-0 LOADING(psf) . SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.04 6-7 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.29 Vert(TL) -0.09 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7 2 X 3 SPF Stud,2-8 2 X 6 DF No.2,2-7 2 X 3 SPF Stud WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6=607/0-5-8,8=661/0-5-8 Max Horz8=218(load case 4) Max Uplift6=-74(load case 5),8=-36(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-624/0,3-4=-135/74,4-5=-59/0,4-6=-244/71,2-8=-595/72 BOT CHORD 7-8=-174/277,6-7=-62/450 WEBS 3-7=0/272,3-6=-527/75,2-7=-29/196 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 �tC, • PROF �' ,�, NGI e .r(2 't' 15766PE re s y, O'`GONA.(:)411 EXPIRATION DATE:06-30-06 September 26,2005 o 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ffiI-7473 BEFORE USE. 7777 Greenback Lane 111. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citr709 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crtterla,DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394052 509202 F4 MONO TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:47 2005 Page 1 4-3-4 8-8-2 I 13-6-0 I 4-3-4 4-4-14 4-9-14 3x4 II Scale=1:53.2 6 5 r 7.00 FY 4x5 i 4 I 1.5x4\\ :t 2 1 IM r• �- 4x10T 8x8 II 8 7 6x8= 4x5= I 6-5-11 I 13-6-0 I 6-5-11 7-0-5 Plate Offsets(X,Y): (1:0-5-0,0-0-6] TOL DING(psf)5.0 0 SPACING 2-0-0 CSI DEFL in (loc) (/deli L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.09 7-8 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.18 7-8 >878 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:77 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, 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 5-4-0 oc bracing. 5-7 2 X 4 HF Std WEBS 1 Row at midpt 5-7,4-7 SLIDER Left 2 X 6 DF No.2 2-5-11 REACTIONS (lb/size) 1=1372/0-5-8,7=1389/0-5-8,7=1389/0-5-8 Max Horz1=202(load case 11) Max Uplift1=-1474(load case 13),7=-159(Ioad case 12) Max Grav1=2790(load case 8),7=1456(load case 7),7=1389(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3984/2444,2-3=-3483/2024,3-4=-2901/1610,4-5=-977/926,5-6=-9/0,5-7=-144/41 BOT CHORD 1-8=-2067/3249,7-8=-1140/1766 WEBS 3-8=-353/244,4-8=-267/1489,4-7=-1179/208 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. PR 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 00,, 5)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSt/TPI 1. <(: S 6)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 �NG]NQ for 165.0 plf. l'144 1" 7)Girder carries tie-in span(s):8-0-0 from 0-0-0 to 13-6-0 + 15766 PE c- 8)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 11110‘. 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 I Uniform Loads(plf) fl. GON ON Vert:1-7=-143(F=-123),1-5=-64,5-6=-64 & do,,, 1 41144 .4.1.1rAftir ' C EXPIRATION DATE:06-30-06 J September 26,2005 it I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IIII-7473 BEFORE USE. 7777 Greenback Lane ter_• Design valid for use only with M-Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component MiTek` Safety InformatIon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394053 509202 F5 MONO CAL HIP 1 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:49 2005 Page 1 1 -1-6-0 1 7-11-3 I8-6-91 13-6-0 1 1-6-0 7-11-3 0-7-6 4-11-7 5x10= Scale=1:36.7 4 2x4 11 3-40 5 akir.1 y 1-2 7.00 n •':':-Ai `I- Lo v> 4x1''0 2 1 - r IM 031.4 8 7 6 I 3x4 11 4x4= 3x4= 17-11-3 I 13-6-0 I 7-11-3 5-6-13 Plate Offsets(X,Y): 13:0-5-6,0-1-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.05 7-8 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.40 VertTL -0.13 7-8 >999 180 BCLDL 0.0 7.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:68 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6 2 X 4 HF Std,2-8 2 X 6 DF No.2,2-7 2 X 4 HF Std REACTIONS (Ib/size) 6=566/0-5-8,8=684/0-5-8 Max Horz8=139(load case 6) Max Uplift6=-32(load case 6),8=-51(load case 7) Max Grav6=566(load case 1),8=897(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-739/18,3-4=-39/0,3-9=-24/44,5-9=-24/44,5-6=-241/56,2-8=-821/93 BOT CHORD 7-8=-114/689,6-7=-52/466 WEBS 3-7=0/294,3-6=-647/39,2-7=-220/157 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. (} R 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •� S 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. , ,., r © 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 4,r -7 LOAD CASE(S) Standard ' 15766PE c- 111104., `:°7'4,,,,,),4"..- GON o,`�` EXPIRATION DATE:06-30-06 J September 26,2005 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ...m Design valid for use only with tvtiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Curie 109 Applicability of design ramenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracingshown Citrus Heights,CA,95610 PP tY 9 Pa P P P P P N 9 9 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek* Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394054 509202 F5A MONO CAL HIP 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:50 2005 Page 1 I -1-6-0 I 7-11-3 I 10-6-9 13-6-0 I 1-6-0 7-11-3 2-7-6 4 2-11-7 5x8\\ X Scale=1:38.7 2x4 H 3 9 5 7.00 12 �� 44 ur 3x10 i a 2�_ rw1 Y r II $124 M ►M Ire 8 7 e 3x4 I I 4x4= 3x4= I 7-11-3 I 13-6-0 I 7-11-3 5-6-13 LOADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.79 Vert(LL) -0.05 7-8 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.13 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 x TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6 2 X 4 HF Std,2-8 2 X 6 DF No.2,2-7 2 X 4 HF Std WEBS 1 Row at midpt 3-6 REACTIONS (lb/size) 6=656/0-5-8,8=721/0-5-8 Max Horz8=151(load case 6) Max Uplift6=-59(load case 7),8=-48(load case 7) Max Grav6=718(Ioad case 2),8=1002(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-946/18,3-4=-156/0,3-9=-23/45,5-9=-23/45,5-6=-205/60,2-8=-923/89 BOT CHORD 7-8=-120/608,6-7=-59/661 WEBS 3-7=0/291,3-6=-898/92,2-7=-133/354 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. ....to PR Op- 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. L 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI1. \\NAGtNs l0 LOAD CASE(S) Standard �Gr ?' ct' 15766PE r` `y cl4/7 `GON 4/ 40101*,:ft EXPIRATION DATE:06-30-06 September 26,2005 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE HU-7473 BEFORE USE. 7777 Greenback Lane minionm Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters andCitrus Heights,CA,95610 PP tY 9 proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394055 509202 F5B MONO CAL HIP 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:51 2005 Page 1 -1-6-0 1 7-11-3 I 12-6-9 136-01 1-6-0 7-11-3 4-7-6 0-11-7 1.5x4 I I Scale=1:49.6 6 4 5x8\\ •4 II 2x4 II 7.0012 3 • 11 7 ...iiiiiiiirn 3x10 i 2 �1 f 6 lir Ili Ii2:- co 10 9 8 3x4 II 4x4= 3x4= I 7-11-3 I 13-6-0 7-11-3 5-6-13 LTCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.76 Vert(LL) -0.05 9-10 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.13 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:76 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8 2 X 4 HF Std,2-10 2 X 6 DF No.2,2-9 2 X 4 HF Std REACTIONS (lb/size) 8=588/0-5-8,10=675/0-5-8 Max Harz 10=174(load case 6) Max Uplift8=-73(load case 7),10=-30(load case 7) Max Grav8=825(load case 2),10=958(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-864/0,3-4=-131/66,4-6=-41/0,3-5=-24/41,5-11=-24/41,7-11=-24/41,7-8=-237/57,2-10=-879/72 BOT CHORD 9-10=-142/618,8-9=-50/588 WEBS 3-9=0/293,3-8=-788/62,2-9=-67/147,4-5=-193/56 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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, oo PR °Fe. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. •\ `c$' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . , OA '6;,9 / 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ,C? ' LOAD CASE(S) Standard ct' 1557666E 77 -- I y 0''GON 41' 4 .211 digaren f EXPIRATION DATE:06-30-06 September 26,2005 eo WARNING-Verifydesign des n p ammeters and READ NOTES ON THIS AND INCLUDED DOTER REFERENCE PAGE ffiI-7473 BEFORE USE. 7777 Greenback Lane elionom Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design Citrus Heights,CA,95610 pp g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek* Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394056 509202 F6 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:52 2005 Page 1 -1-6-0 6-9-0 1 13-6-0 1146-91 1-6-0 6-9-0 6-9-0 1-0-9 3x4 I 5 Scale=1:54.7 4 7.00 NY 3x4 c 3x8 ill 2 *21 1 f1 8 7 6 3x4 I I 3x4= 3x5= 6-9-0 13-6-0 6-9-0 6-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.04 6-7 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.29 Vert(TL) -0.10 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.01 6 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 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7 2 X 3 SPF Stud,2-8 2 X 6 DF No.2,2-7 2 X 3 SPF Stud WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6=627/0-5-8,8=660/0-5-8 Max Horz8=220(load case 4) Max Uplift6=-86(load case 5),8=-32(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-621/0,3-4=-132/77,4-5=-76/0,4-6=-265/84,2-8=-594/68 BOT CHORD 7-8=-176/278,6-7=-62/448 WEBS 3-7=0/272,3-6=-525/74,2-7=-27/189 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. O PROS LOAD CASE(S) Standard ((- �' 15766PE 4 0'`GON C)ON.315 fire EXPIRATION DATE:06-30-06 September 26,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED DETER REFERENCE PAGE MII--7473 BEFORE USE. 7777 Greenback Lane te Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ctru 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. A Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394057 509202 F6A ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:53 2005 Page 1 -1-6-0 I 6-9-0 I 13-6-0 I 16-2-9 1-6-0 6-9-0 6-9-0 2-8-9 6 ur 7.00 12 3x4 II I:;_ Scale=1:56.7 a 5 3x4 5- 3x4,4 0 3 0 dr- 3x88-i 2 ll ''c_it1 f1 9 8 7 3x4 II 3x4= 3x5= I 6-9-0 I 13-6-0 6-9-0 6-9-0 LTCLL OADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.04 7-8 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.65 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:74 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-8 2 X 3 SPF Stud,2-9 2 X 6 DF No.2,2-8 2 X 3 SPF Stud WEBS 1 Row at midpt 5-7 REACTIONS (lb/size) 6=45/Mechanical,7=692/0-5-8,9=653/0-5-8 Max Horz9=238(load case 4) Max Uplift6=-32(load case 5),7=-87(load case 4),9=-28(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-609/0,3-4=-122/65,4-5=-106/89,5-6=-72/13,5-7=-336/94,2-9=-588/64 BOT CHORD 8-9=-193/282,7-8=-56/436 WEBS 3-8=0/273,3-7=-518/79,2-8=-51/202 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. 03 PRpFt.. LOAD CASE(S) Standard NyGIN� '' ct' I5766PE ter` 1 ‘ tli EXPIRATION DATE:06-30-06 4 September 26,2005 c WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane .oum Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPIl Quality Criteria,DSB•89 and BCSI1 Building Component M iTe4e Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. • • Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394058 509202 F6B ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:54 2005 Page 1 1-1-6-0 1 6-9-0 13-6-0 16-2-9 18-2-9 1-6-0 6-9-0 6-9-0 2-8-9 2-0-0 N 7.00 12jb Scale=1:63.1 6r/' 3x: 4I1 , O ' 3x4�i , N 3 i 3x8:- 2 11 H .11k : — _ 10 9 8 3x4 I I 3x4= 3x5= I 6-9-0 13-6-0 I 18.3-0 I 6-9-0 6-9-0 4-9-0 TCLL LOADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.04 8-9 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.10 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:77 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-9 2 X 3 SPF Stud,2-10 2 X 6 DF No.2,2-9 2 X 3 SPF Stud WEBS 1 Row at midpt 5-8 REACTIONS (lb/size) 7=56/Mechanical,8=684/0-5-8,10=653/0-5-8,6=126/Mechanical Max Horz10=256(load case 4) Max Uplift7=-16(load case 4),8=-91(load case 4),10=-12(load case 5),6=-72(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-609/0,3-4=-143/80,4-5=-126/89,5-6=-68/26,6-7=-37/22,5-8=-328/97,2-10=-588/49 BOT CHORD 9-10=-207/282,8-9=-57/436 WEBS 3-9=0/273,3-8=-518/82,2-9=-52/202 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. 0 pR()Fel,4st LOAD CASE(S) Standard t, �NG(NE /Q 7 k 15766PE 1'' VO"9 `GON a`�` 441;feefir • EXPIRATION DATE:06-30-06 J September 26,2005 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane .1...110 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ct u 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown rus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component M�Tekm Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Yp Qty Ply Polygon-Canterbury Woods-Four-plex R18394059 509202 F7 MONO TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:56 2005 Page 1 18-0-1 4-3-4 8-8-2 13-6-0 16-0-12 17-1..3 9 ,a 4-3-4 4-4-14 49-1400 12 2-6-12 1-• � I¢ Scale=1:62.1 7 3x4 II 0-1-14 6 3x4 i Li 4x5 5 • 4 O �, d 1.5x4\\ • d 3 2 11 �r r 1 S 8x8 I I 11 10 4x10 i 6x6= 4x4= I 6-5-11 I 13-6-0 I 6-5-11 7-0-5 Plate Offsets(X,Y): I1:0-4-12,0-0-101 LTCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.09 10-11 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.18 10-11 >873 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) -0.05 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:84 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, 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 5-4-0 oc bracing. 6-10 2 X 4 HF Std WEBS 1 Row at midpt 6-10,4-10 SLIDER Left 2 X 6 DF No.2 2-5-11 REACTIONS (lb/size) 1=1367/0-5-8,10=1475/0-5-8,7=153/0-1-8,8=54/Mechanical Max Horz1=242(load case 12) Max Upliftl=-1440(load case 14),10=-193(load case 13),7=-78(load case 15),8=-14(load case 12) Max Grav1=2785(load case 9),10=1539(load case 8),7=156(load case 8),8=55(load case 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3977/2386,2-3=-3476/1966,3-4=-2894/1576,4-5=-967/868,5-6=-657/607,6-7=-63/41,7-8=-38/15,8-9=-7/0, 6-10=-235/79 BOT CHORD 1-11=-2068/3244,10-11=-1135/1756 WEBS 3-11=-356/248,4-11=-270/1494,4-10=-1172/215 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. r, P R OFe 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . G(N '6' 5)Refer to girder(s)for truss to truss connections. P 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. *44 �'7 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7. Cfi- 15766PE 1-- 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 for 165.0 plf. 10)Girder carries tie-in span(s):8-0-0 from 0-0-0 to 13-6-0 t 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). q 0*`GON oil LOAD CASE(S) Standard „; A .ie' «All1t r>Xt Continued on page 2 EXPIRATION DATE:06-30-06 September 26,2005 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AIII7473 BEFORE USE. 7777 Greenback Lane aum • Design valid for use only with Miek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design Citrus Heights,CA,95610 pp ty g with iters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394059 509202 F7 MONO TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:56 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-10=-143(F=-123),1-6=-64,6-9=-64 • i B WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF-7473 BEFORE USE. 7777 Greenback Lane tammrD Design valid for use only with Mick connector.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporationCitrus Heights,CA,95610 pp iy g p p of component is responsibility of building designer-not truss designer.Bracing shown 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSII Building Component M iTekm Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 4 Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 FGE1 R18394060 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:57 2005 Page 1 I -1-6-0 I 6-9-0 I 13-6-0 I 15-0-0 1-6-0 6-9-0 6-9-0 1-6-0 4x4= Scale=1:32.5 6 1.5x4 II 1 1.5x4 II 7.00 FY 5 7 1,1 1.5x4 11 0 I 1.5x4 II 4 8 • 1.5x4 II r Y 3x4 II 1.5x4 I 3 9 3x4 I 1 2 a 10 r a Y la 1.:'at 14C I 0 9 0 9 0 1 . 1 11 ................. :ssss.osos..•s•...❖ssssssos0000ssossssos.00v.000•.•ss•. 3x8= 1.5x4 I I 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x8= I 13-6-0 13-6-0 TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.04 10-11 n/r 120 MT20 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.05 10-11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 12 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:65 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 18=214/13-6-0,12=214/13-6-0,15=223/13-6-0,16=177/13-6-0,17=151/13-6-0,14=177/13-6-0,13=151/13-6-0 Max Horz18=116(load case 6) Max Upliftl8=-59(load case 7),12=-69(load case 8),16=-44(load case 7),17=-55(load case 6),14=-45(load case 8), 13=-48(load case 5) Max Grav18=354(load case 2),12=354(load case 3),15=229(load case 9),16=262(load case 2),17=182(load case 2), 14=262(load case 3),13=182(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-55/192,3-4=-61/175,4-5=-24/190,5-6=-7/180,6-7=-7/180,7-8=-9/190,8-9=-44/175,9-10=-51/192, 10-11=0/99,2-18=-153/83,10-12=-153/79 BOT CHORD 17-18=-154/99,16-17=-154/99,15-16=-154/99,14-15=-154/99,13-14=-154/99,12-13=-154/99 WEBS 6-15=-192/0,5-16=-214/64,4-17=-168/70,3-18=-221/44,7-14=-214/64,8-13=-168/68,9-12=-221/34 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;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" ��v,c.0 PROPt ' \ 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. tGIOtNEet /0 C3 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 15766 PE 11'' 1 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 10)Gable studs spaced at 2-0-0 oc. sof 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t t rL 9'0'' GON q LOAD CASE(S) Standard (1 ��y/� dillare EXPIRATION DATE:06-30-06 September 26,2005 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI17473 BEFORE USE. 7777 Greenback Lane ,gym Design valid for use only with Iv4Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. I Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394061 509202 G1 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:55:58 2005 Page 1 I -1-6-0 I 5-5-10 I 10-11-4 12-5-4 1-6-0 5-5-10 5-5-10 1-6-0 4x4= Scale=1:27.5 3 /.1 3x8 G 7.00 12 11111 .1. illSiii4 3x8 2 N iii .I.r.- —iiiiminti ‘co,#4'11 1.I...''''----- moo= III 5 1 o ea 013 FM 7 Pa 2x4 I I 3x8= 2x4 I I I 5-5-10 I 10-11-4 I 5-5-10 5-5-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.01 7-8 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.16 VertTL -0.03 7-8 >999 180 TCDL 7.0 Vert(TL) BCLL 0.0 Rep Stress Incr YES WE 0.15 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:50 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-82X6OFNo.2,4-62X6DFNo.2 REACTIONS (lb/size) 8=551/0-5-8,6=551/0-5-8 Max Horz8=-74(load case 5) Max Uplift8=-48(load case 7),6=-48(load case 8) Max Grav8=686(load case 2),6=686(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-486/18,3-4=-486/19,4-5=0/99,2-8=-632/74,4-6=-632/74 BOT CHORD 7-8=-83/240,6-7=-83/240 WEBS 3-7=0/189,2-7=-51/245,4-7=-57/245 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. _vP R op 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard P , G)NEe�\f<' / Q xGr 15766PE v-- 11�' ��„N ,t0 l jif EXPIRATION DATE:06-30-06 September 26,2005 1 9 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mu--7473 BEFORE USE. 7777 Greenback Lane (0 te 109 Design valid for use only with MuTek connectors.This design is based only upon parameters shown,and is for an individual building component. CCitrus Heights, Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394062 509202 G2 ROOF TRUSS 8 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:00 2005 Page 1 -1-6-0 5-5-10I 10-11-4 I 1-6-0 5-5-10 5-5-10 4x4= Scale=1:28.5 3 tli 41111I 3x10 3x10.z...,,..4 2/ 9 ~ IN 6 ►M ►I ra 6 PM 2x4 II 3x8= 2x4 II I 5-5-10 I 10-11-4 I 5-5-10 5-5-10 LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 IC 0.43 Vert(LL) -0.02 5-6 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:48 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-72X6DFNo.2,4-5.2X6DFNo.2 REACTIONS (lb/size) 7=560/0-5-8,5=431/0-5-8 Max Horz7=88(load case 19) Max Uplift7=-667(load case 20),5=-620(load case 23) Max Grav7=1307(load case 13),5=1122(load case 14) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-1495/1007,3-4=-1514/1001,2-7=-1243/683,4-5=-1062/637 BOT CHORD 6-7=-809/969,5-6=-752/1134 WEBS 3-6=0/191,2-6=-788/1005,4-6=-822/959 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. c,0 PR Ops 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total drag load of 165 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-4 ,,,C2 ��y—,—,as for 165.0 plf. ,C, .�,. LOAD CASE(S) Standard 5766PEc-- 14,0 `GUNc t t .5 Y 1.41 s 4/111 .it EXPIRATION DATE:06-30-06 .. September 26,2005 f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH--7473 BEFORE USE. 7777 Greenback Lane r.r.m 09 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite He Applicability of designparamenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracingshown Clime Heights,CA,95610 PP tY 9 P P P P g tY 9 9 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek* Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1 r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394063 509202 GEG ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fn Sep 2311:56:01 2005 Page 1 -1-6-0 I 5-5-10 1 10-11-4 I 12-5-4 1-6-0 5-5-10 5-5-10 1-6-0 4x4= Scale=1:27.5 5 Mb 1.5x4 11 1.5x4 II 7.00 : 6 4 1.5x4 II r 1.5x4 II 3 3x411 • ` 3x411 r 2 8 2a� r E — 0 0 - 0 E 9 0 'ii'i'i'i:.'.:i'i i'i ii'i'i i'i'.'i'i i'i i:'i: i:Z i:'i'i'i i'i't'.'.'i'i<ii'.'.'i'Oi':;$i.'i'i<i'O'i'i'i'.'.'i i't':'�':' ti:;:!:!iiO 4 i 'OOi' i ''t i' i'<'PO:'i'i'0 'O:'�':ii0..':i'0:0':i0':'<'0:'•'0000<':' ' .......e-e<__....e__ee'e00'O�OiO'O�','000i'OOOJOii00lO<:00'O<O i�<00<000'i'i'i j 0000�0i!i 0000�<<','OOQ�.._�:o< 2x4 II 1.5x4 II 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 II 2x4 11 1 10-11-4 1 10-11-4 TCLL LOADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.03 9 n/r 120 MT20 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.04 9 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:52 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 16=178/10-11-4,10=178/10-11-4,13=212/10-11-4,14=185/10-11-4,15=82/10-11-4,12=185/10-11-4, 11=82/10-11-4 Max Horz 16=-98(load case 5) Max Uplift16=-53(load case 7),10=-67(load case 8),14=-48(load case 7),15=-50(load case 6),12=-49(load case 8), 11=-44(load case 9) Max Grav16=305(load case 2),10=305(load case 3),13=212(load case 1),14=270(load case 2),15=82(load case 1), 12=270(load case 3),11=82(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-59/103,3-4=-30/137,4-5=-8/128,5-6=-8/128,6-7=-12/137,7-8=-38/103,8-9=0/99,2-16=-252/60, 8-10=-252/70 BOT CHORD 15-16=-109/87,14-15=-109/87,13-14=-109/87,12-13=-109/87,11-12=-109/87,10-11=-109/87 WEBS 5-13=-175/0,4-14=-221/69,3-15=-97/46,6-12=-221/69,7-11=-97/43 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;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 D P R ape� End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. o XyGINEe. ,�Q 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. f`` 15766PE 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)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). i 10)Gable studs spaced at 2-0-0 oc. �� 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. lkoN./4/0",`, cp &, loorsil LOAD CASE(S) Standard frIry EXPIRATION DATE:06-30-06 September 26,2005 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF-7473 BEFORE USE. 7777 Greenback Lane m...e Design void for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T191 Quality Criteria,DSB-89 and BCSI1 Building Component M ITekm Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394064 509202 H1 COMMON 2 2 L Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:02 2005 Page 1 I 4-3-0 I 8-6-0 I 43-0 4-3-0 4x8 II Scale=1:22.3 3 7.00 12 /1\16 2 4 5 011.1 .I \. a ■ # 111 ■ d IM 4x6 i 4x8 �, 7 6 8 I►� 4x8 II 3x10// 3x10\\ 4x8 I I I 3-2-4 I 5-3-12 I 8-6-0 3-2-4 2-1-8 3-2-4 I Plate Offsets(X,Y): [1:0-3-8,0-2-6],[5:0-4-15,0-2-2] TCLL LOADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.04 5-6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.08 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:97 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins. 3-5 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* 3-6 2 X 4 DF No.2-G SLIDER Left 2 X 6 DF No.2 2-5-4,Right 2 X 6 DF No.2 2-5-4 REACTIONS (lb/size) 1=1353/0-5-8,5=2722/0-5-8 Max Horz1=-55(Ioad case 5) Max Upliftl=-37(load case 7),5=-88(load case 8) Max Grav1=1802(load case 2),5=3713(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2803/55,2-3=-2703/66,3-4=-4524/112,4-5=-4623/100 BOT CHORD 1-7=-30/2221,6-7=-38/2198,6-8=-64/3720,5-8=-64/3720 WEBS 3-7=-13/100,3-6=-84/4176 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-3 rows at 0-4-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc,2 X 4-1 row at 0-9-0 oc. ��o) I'R.. 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 , GIN z rs' connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ? f, w`4, 0, 3)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and 40 right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. Ct. 15766PE 1.-- 4)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 5)Unbalanced snow loads have been considered for this design. 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. c,, elet 8)A plate rating reduction of 20%has been applied for the green lumber members. 14,0%�""C.`rQ 1 0,0) 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (,y,pr.41e".....,, �b 1 10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)32831b down and 861b up at �. i 5-3-12,and 14121b down and 37Ib up at 7-3-12 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. Continued on page 2 I EXPIRATION DATE:06-30-06 September 26,2005 r, ia WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane mor.fP Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI l Building Component M iTek� Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394064 509202 H1 COMMON 2 2 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:02 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-20,1-3=-64,3-5=-64 Concentrated Loads(Ib) Vert:6=-2350(F)8=-1011(F) t � WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane �® e Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394065 509202 HGE ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56.03 2005 Page 1 1 -1-6-0 I 4-3-0 8-6-0 10-0-0 I 1-6-0 4-3-0 4-3-0 1-6-0 4x4= Scale=1:22,9 4 7.00 12 1.5x4 I 1.5x4 II 3 5 3x4 11 3x4 11 2 6 1 _ 7 d ..... • ❖. .'.•.:. . .❖.❖.•:.:❖.•.;.;.❖.❖O.O . . .❖. .❖.❖.❖. •----'-'•!•=•-'!'!''!'!'-'-'!'!'!'!"!•=•!'!'!'!'!'''!'!'-'-'!'!'!'!'='!'!'!'='!'I'!'!'!'!'!'!'!'..'eS!.3S!.A!=..1.!.e!.!.'el.SS3l.!.!.3_.S•e!.'s_..._. 2x4 II 1.5x4 1I 1.5x4 II 1.5x4 II 2x4 II I 8-6-0 8-6-0 LTCLL OADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.39 Vert(LL) -0.03 7 n/r 120 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.04 7 n/r 90 BCLL 0.0 Rep Stress InaYES WB 0.04 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 12=186/8-6-0,8=186/8-6-0,10=236/8-6-0,11=145/8-6-0,9=145/8-6-0 Max Horz12=82(load case 6) Max Upliftl2=-70(load case 7),8=-77(load case 8),11=-42(load case 6),9=-36(load case 5) Max Grav12=307(load case 2),8=307(load case 3),10=247(load case 9),11=189(load case 2),9=189(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-38/157,3-4=-6/170,4-5=-6/170,5-6=-26/157,6-7=0/99,2-12=-266/80,6-8=-266/85 BOT CHORD 11-12=-140/81,10-11=-140/81,9-10=-140/81,8-9=-140/81 WEBS 4-10=-198/5,3-11=-174/60,5-9=-174/58 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;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 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. .t PROF 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,\f(, PROF?, 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. S GINE /0 8)Gable requires continuous bottom chord bearing. C. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 15766 PE X51... 10)Gable studs spaced at 2-0-0 oc. 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 il In 0% GON ,c3` EXPIRATION DATE:06-30-06, September 26,2005 f A WARNING-VerifytGreenback Lane design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE HD-7473 BEFORE USE. 7777 m Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suiteiu 1 e Applicability of design Citrus Heights,CA,95610 pp g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job ' Truss Truss Type YP Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JA1 ROOF TRUSS 4 1 818394066 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:04 2005 Page 1 1 -2-1-4 1 2-0-0 1 2-9-6 1 2-1-4 Y-0-0 0-946 Scale=1:14.8 3 :" m :goigisidig112 •.•!'�•' o 3x4 i ram allirA m N N 6„ kW 1.5x4 II 2-0-0 3x4=r 2-9-6 1 2-0-0 0-9-8 Plate Offsets(X,Y): [5:Edge,0-1-8] TCLL LOADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.63 Vert(LL) -0.00 6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=304/0-5-8,4=19/Mechanical,5=19/0-5-8,3=-6/0-5-8 Max Horz6=73(load case 5) Max Uplift6=-51(load case 5),4=-5(load case 5),5=-34(load case 5),3=-133(load case 7) Max Grav6=434(load case 7),4=19(load case 1),5=38(load case 2),3=21(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-415/60,1-2=0/97,2-3=-63/4,3-4=-6/6 BOT CHORD 5-6=-63/0 WEBS 2-5=-0/77 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. OL 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)3. ' e' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �. t, G) L-i? `1,.' LOAD CASE(S) Standard 15766PE ter" s -1 0 GON�r3�` EXPIRATION DATE:06-30-06 September 26,2005 c A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE LIII-7473 BEFORE USE, 7777 Greenback Lane im.60 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek` Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty 'Ply Polygon-Canterbury Woods-Four-plex R18394067 509202 JA2 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:05 2005 Page 1 -2-1-4 I 2-0-0 I 5-6-15 I 2-1-4 2-0-0 3-6-15 uu}} Scale=1:20.1 5.00 riY 3 3x4 2 it M ¢ III■ imummai // lh/ 115x4 II 2-0-0 3x4 2-0-0 Plate Offsets(X,Y): [5:Edqe,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL -0.00 6 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180 TCDL 7.0 ) BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=304/0-5-8,4=109/Mechanical,5=19/0-5-8,3=84/0-5-8 Max Horz6=98(load case 5) Max Uplift6=-24(load case 3),4=-29(load case 5),5=-51(load case 5),3=-113(load case 7) Max Grav6=433(load case 7),4=109(load case 1),5=38(load case 2),3=84(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-414/33,1-2=0/97,2-3=-63/0,3-4=-33/33 BOT CHORD 5-6=-88/0 WEBS 2-5=-0/107 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. (} PR 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 't 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ciN 4I% yG1N € /© 17 LOAD CASE(S) Standard xtr 15766PE r- ,....'ll'4h- y 0%GONgo)` dor, EXPIRATION DATE:06-30-06 September 26,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD--7473 BEFORE USE. 7777 Greenback Lane r.r.m 09 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru He Applicability of design ramenters and proper incorporation of component is responsibilityCitrus Heights,CA,95610 PP tY 9 Pa P P P p of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek6 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394068 509202 JA3 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:06 2005 Page 1 -2-1-4 I 6-0-0 I 2-1-4 6-0-0 3 - Scale=1:22.4 •• 5.00 FT 3x4 2 faisummommummi i 111 11 II 11011r--r 1.5x4 II 3x4= I 6-0-0 6-0-0 TCLL LOADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.63 Vert(LL) -0.06 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.16 4-5 >446 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=409/0-5-8,3=154/Mechanical,4=59/0-5-8 Max Horz5=102(load case 5) Max Uplift5=-46(load case 5),3=-34(Ioad case 5) Max Grav5=409(load case 1),3=154(load case 1),4=118(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-350/76,1-2=0/97,2-3=-80/45 BOT CHORD 4-5=-92/0 WEBS 2-4=0/94 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 ANSUfPI 1. OD P R 04,,s 61 LOAD CASE(S) Standard C.. NGIN.Ee4,0 /0 15766PE { I 9 0"' GON o,+1' EXPIRATION DATE.06-30-06 September 26,2005 e I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH--7473 BEFORE USE. 7777 Greenback Lane ..m ® Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design Citrus Heights,CA,95610 pp fy ig paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394069 509202 JA4 MONO TRUSS 2 1 Job Reference(optional) BMC West–Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:07 2005 Page 1 I -2-1-4 6-0-0 2-1-4 6-0-0 1.5x4 II Scale=1:25.0 3 Pi....iiiiiiiiiiiii4111 5.00 12 3x4 2 11111111111111111.111m..—. / ■I O/ �/ PR ON. 1.5x4 II 3x4= I 6-0-0 I 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.14 4-5 >505 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.78 Vert(TL) -0.36 4-5 >191 180 TCDL 7.0 Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:29 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF 1800F 1.6E end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5 2 X 4 HF Std REACTIONS (lb/size) 5=644/0-5-8,4=443/0-5-8 Max Horz5=102(load case 4) Max Uplift5=-75(load case 5),4=-23(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-82/46,3-4=-156/35,2-5=-356/95 BOT CHORD 4-5=-93/6 WEBS 2-4=0/77 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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). „c.o PR axes LOAD CASE(S) Standard Na? ‘AGtN /Q 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 G'7 Uniform Loads(plf) 15766PE 371 Vert:4-5=-100(F=-80),1-2=-64,2-3=-64 t " O•`GON car cNo" EXPIRATION DATE:06-30-06 September 26,2005 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane e Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citr109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citruus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek* Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394070 509202 JA4A MONO TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:08 2005 Page 1 I -2-1-4 I 5-0-0 I 2-1-4 5-0-0 1.5x4 I I Scale=1:22.7 3 111 5.00 TI h 3x4 d 2 01 ilmilimm......._0 IIIIIIIIIIIIIIImu...._ an I IM ES Mt ►/ 1.5x4 II 3x4= I 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.06 4-5 >896 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.17 4-5 >338 180 TCDL 7.0 Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-52X4HFStd REACTIONS (lb/size) 5=568/0-5-8,4=355/0-5-8 Max Horz5=91(load case 4) Max Uplift5=-74(Ioad case 5),4=-23(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-72/34,3-4=-118/28,2-5=-351/90 BOT CHORD 4-5=-82/6 WEBS 2-4=0/69 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;CategoryII;Exp B;enclosed;MWFRS interior zone;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)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). , 0 PROlck.. LOAD CASE(S) Standard CO GENE f 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 N; Q Uniform Loads(plf) F Vert:4-5=-100(F=-80),1-2=-64,2-3=-64 15766PE 1 "y,(O GON,cc)`i i►.r°�d EXPIRATION DATE:06-30-06 J September 26,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane . ® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ct u 109 Applicability of design paramenters and proper incorporation of component b responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PN Quality Criteria,DSB-89 and BCSI1 Building Component M iTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394071 509202 JA4B MONO TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:09 2005 Page 1 -2-1-4 I 4-0-0 I 2-1-4 4-0-0 1.5x4 11 Scale=1:20.5 3 5.00 12 3x4 c,.,,' 2 F ', 1111 1111111111111111111111111111h, NM 1.5x4 11 - 3x4= I 4.0-0 I 4-0-0 LTCLL OADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.75 Vert(LL) -0.02 4-5 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.07 4-5 >687 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5 2 X 4 HF Std REACTIONS (lb/size) 5=495/0-5-8,4=264/0-5-8 Max Horz5=81(Ioad case 4) Max Uplift5=-73(load case 5),4=-23(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-63/20,3-4=-77/51,2-5=-360/87 BOT CHORD 4-5=-72/5 WEBS 2-4=-0/62 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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). �� �.0 P R Op ' LOAD CASE(S) Standard (j(j E`k- /� 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Al Uniform Loads(plf) <4 �- Vert:4-5=-100(F=-80),1-2=-64,2-3=-64 ct• 15766PE S 9 0•' GON C3`(` ,462.0,,' , ( EXPIRATION DATE:06-30-06 September 26,2005 e WARNING-Verifydesignparameters7777 Greenback Lane and READ NOTES ON THIS AND INCLUDED M1TEE REFERENCE PAGE LDS-7473 BEFORE USE. ��Ip Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cure 109 Applicability of design Citrus Heights,CA,95610 pp g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek. Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394072 509202 JA5 ROOF TRUSS 6 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:10 2005 Page 1 -2-1-4 l 6-0-0 2-1-4 6-0-0 3 Scale=1:22.4 5.00 FiT 3x4 2 r Y 1.5x4 II 3x4=- I I &0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.06 4-5 >999 240 MT20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.15 4-5 >456 180 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-42X3SPFStud REACTIONS (lb/size) 3=151/Mechanical,5=411/0-5-8,4=59/0-5-8 Max Horz5=103(load case 5) Max Uplift3=-33(load case 5),5=-47(load case 5) Max Grav3=151(load case 1),5=411(load case 1),4=117(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-80/44,2-5=-353/77 BOT CHORD 4-5=-92/0 WEBS 2-4=-0/95 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. P R r. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tiC� QF tG G(N '`1�`S,r© LOAD CASE(S) Standard c‘;‘, 15766PE -7,OGON c)c EXPIRATION DATE:06-30-06 September 26,2005 a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ffiI-7473 BEFORE USE. 7777 Greenback Lane 9 Design valid for use only with Ivu'Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Suiteiu 1 e Applicability of design pare and proper incorporation of component is responsibility of buildingdesigner not truss designer.Bracingshown Citrus Heights,CA,95610 PP N 9 na P P P p g tY 9 9 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394073 509202 JA6 ROOF TRUSS 10 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:11 2005 Page 1 -2-1-4 3-2-0 I 2-1-4 3-2-0 3 Scale=1:15.5 Oi 5.00 3x4 2 • 110 10.11101,, 014 1.5x4 II 3-2-0 3x4 T 3-2-0 Plate Offsets(X,Y): 14:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.00 4-5 >999 240 MT20 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 4-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/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 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4 2 X 3 SPF Stud REACTIONS (lb/size) 3=31/Mechanical,5=322/0-5-8,4=30/0-5-8 Max Horz5=77(load case 5) Max Uplift3=-84(load case 7),5=-54(load case 5),4=-14(load case 5) Max Grav3=31(load case 1),5=410(load case 7),4=60(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-57/5,2-5=-379/69 BOT CHORD 4-5=-67/0 WEBS 2-4=0/73 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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. P o r�� 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. c GINE. — 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Cif LOADCASE(S) Standard fiC 15766PEelr 5'1 t -7A_0 GoN EXPIRATION DATE:06-30-06 September 26,2005 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE DNI-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cure 109 Applicability of designparamenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracingshown Citrus Heights,CA,95610 PP tY 9 P P P P g N 9 9 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. • Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394074 509202 JA7 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:12 2005 Page 1 -2-1-4 I 2-0-0 I 5-0-0 2-1-4 2-0-0 3-0-0 3 �Ii�, Scale=1:19.0 .•: i4% 5.00 12 3x4 r=' r 2 c6 i ill&I.m. _.1 ,/ ,/ ...•01.,..... 1r5x4 II 2-0-0 3x4 f 5-0-0 I 2-0-0 3-0-0 Plate Offsets(X,Y): 14:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.00 5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS5=343/0-5-8,3=116/Mechanical,(lb/size) 3 116/Mechanical, =4-19/0.5-8 Max Horz5=93(load case 5) Max Uplift5=-28(Ioad case 5),3=-27(load case 7),4=-48(load case 5) Max Grav5=363(load case 7),3=116(Ioad case 1),4=38(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-344/37,1-2=0/97,2-3=-70/33 BOT CHORD 4-5=-83/0 WEBS 2-4=-0/101 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. cies PRO E. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. G(NEr— •-y: LOAD CASE(S) Standard I, - 15766PE 1-- 11 .-7 t O•`GON rL dc, 61 EXPIRATION DATE:06-30-06 September 26,2005 e 1 WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6IIr-7473 BEFORE USE. 7777 Greenback Lane Emma. Design valid for use only with IuBlek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of designCitrus Heights,CA,95610 pp iy g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type YP Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JA7A ROOF TRUSS 2 1 818394075 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:13 2005 Page 1 I -2-1-4 2-0-0 l 4-0-0 l 2-1-4 2-0-0 2-0-0 3 _ Scale=1:17.1 X 1- 5.00112 •.•.. 3x4:11- 2 m 0 kthhi....Ssiii.... N PIIMIIIIIIIII *- ,/ IW, 0111...4111114 11.5x4 I I 2-0-0 3x4--1, 4-0-0 l 2-0-0 2-0-0 Plate Offsets(X,Y): [4:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof TCLL 25.0 Plates Increase 1.15 TC 0.63 VertLL -0.00 5 >999 240 MT20 197/144 TCDLSnow=2 O Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:14 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=320/0-5-8,3=75/Mechanical,4=19/0-5-8 Max Horz5=84(load case 5) Max Uplift5=-34(load case 5),3=-50(load case 7),4=-41(load case 5) Max Grav5=372(load case 7),3=75(load case 1),4=38(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-353/43,1-2=0/97,2-3=-61/20 BOT CHORD 4-5=-74/0 WEBS 2-4=-0/90 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. P R OFE. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,, 4NG1NE ' e5'/© LOAD CASE(S) Standard 144 TY 15766PE re t li ISO"`GON o,` 4011491L-114.717:: EXPIRATION DATE:06-30-06 September 26,2005 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ffiTEE REFERENCE PAGE IDI--7473 BEFORE USE. 7777 Greenback Lane r.r.m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek` Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type YP Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JA9 ROOF TRUSS 1 1 818394076 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:14 2005 Page 1 I -2-1-4 1 5-0-0 I 2-1-4 5-0-0 3 Scale=1:19.0 FIT --•• 5.00 • r\ 3x4 r 2 Vieimmomomo 111 Iii II, II r _:= ,/ �, I♦� 11.5x4 II 5-0-0 3x4 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.03 4-5 >999 240 MT20 185/144 TCOLSnow=2�0o Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 4-5 >800 180 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:23 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4 2 X 3 SPF Stud REACTIONS (lb/size) 3=113/Mechanical,5=375/0-5-8,4=49/0-5-8 Max Horz5=94(load case 5) Max Uplift3=-30(load case 7),5=-49(load case 5) Max Grav3=113(load case 1),5=399(load case 7),4=97(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-70/32,2-5=-351/73 BOT CHORD 4-5=-83/0 WEBS 2-4=-0/86 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. O PR Oc 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 �t4G) Es- �'�0 .4.r c 15766PE fir-- '-:74,/,0"`A' " 9 Q``GC}N 41. EXPIRATION DATE.06-30-06 J September 26,2005 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane miar • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliiy of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITe4® Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394077 509202 JA9A ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:15 2005 Page 1 1 -2-1-4 1 4-0-0 I 2-1-4 4-0-0 3 IIIIIIII Scale=1:17.1 5.00 12 1 1 3x4 2 r: ', !ii! NA W 11.5x4 II 4-0-0 3x4 T 4-0-0 TCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.65 Vert(LL) -0.01 4-5 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4 2 X 3 SPF Stud REACTIONS (lb/size) 3=71/Mechanical,5=343/0-5-8,4=39/Mechanical Max Horz5=85(load case 5) Max Uplift3=-54(load case 7),5=-51(load case 5),4=-6(load case 5) Max Grav3=71(load case 1),5=400(load case 7),4=77(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-62/19,2-5=-361/70 BOT CHORD 4-5=-74/0 WEBS 2-4=-0/79 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. 0 PR Qre�c5' 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. \ GIN Ok €, f0 LOAD CASE(S) Standard 4� 4t 15766PE 4 70: cl?'` 4' 1, tr6 \ EXPIRATION DATE:06-30-06 September 26,2005 a 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE NH-7473 BEFORE USE. 7777 Greenback Lane aim Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSII Building Component M iTekm Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394078 509202 JB1 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:16 2005 Page 1 -1-6-0 1-11-11 I 8-0-0 1-6-0 1-11-11 6-0-5 Scale=1:15.4 3 it 7.00 12 3x5------ .... �.. , 2 s 1 1 Ia 4 1.5x4 II 4x6= 1-11-11 I 8-0-0 I 1-11-11 6-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 **** 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 TCDL 7.0 ( ) BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=8/Mechanical,5=290/0-5-8,4=79/Mechanical Max Horz5=65(load case 4) Max Uplift3=-74(load case 6),5=-31(load case 4) Max Grav3=16(load case 2),5=365(load case 6),4=79(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-53/7,2-5=-287/70 BOT CHORD 4-5=-60/0 WEBS 2-4=0/60 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 00 P R OF LOAD CASE(S) Standard ��,� ,t, 4.c_44. 15766PE t- y 0',GON Qin' EXPIRATION DATE:06-30-06 5 September 26,2005 7 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. 7777 Greenback Lane m 09 Design valid for use only with fvhTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite He Applicability of design Citrus Heights,CA,95610 pp tY g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. t " Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394079 509202 JB2 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:17 2005 Page 1 I -1-6-0 I 3-11-11 I 8-0-0 I 1-6-0 3-11-11 4-0-5 3 .f Scale=1:17.0 7.00 NY Lc F 3x5-i 2 S I� 1 � 5 4 .5x4 I I 3-11-11 8-0-0 4x6=1 3-11-11 4-0-5 TOL DING(psf)5.0 SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 **** 240 MT20 185/148 Lumber Increase TCDL 7,0 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress!nor . YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:29 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=91/Mechanical,5=323/Mechanical,4=79/Mechanical Max Horz5=88(load case 4) Max Uplift3=-23(load case 4),5=-20(load case 4) Max Grav3=91(load case 1),5=334(load case 6),4=79(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-70/34,2-5=-256/59 BOT CHORD 4-5=-83/0 WEBS 2-4=-0/83 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 ,<('k1�dPR of� GSS CicAer0Rc� � t. zy 15766PE ter- NIt 0*`GON 41 414/114 or Nq 0,4,, i EXPIRATION DATE:06-30-06 J September 26,2005 4 , ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. 7777 Greenback Lane 1.. 11t Design valid for use only with W ek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of designparamenters and proper incorporation of component is responsibilityCitrus Heights,CA,95610 PP ty 9 P P P ptnsut lidesignert ucton is designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394080 509202 JB3 ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:18 2005 Page 1 1 -1-6-0 1 5-11-11 8-0-0 1-6-0 5.11-11 I I 2-0.5 3 Scale:1/2"=1' 7.00 12 3x5 i 2 i ::liminimi..........._________Ion; . .1, 11111m..1 IA 5 4 1.5x4 11 4x6= I 5-11-11 8-0-0 I 5-11-11 2-0-5 TCLL OADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 5 **** 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress InaYES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:32 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=164/Mechanical,5=379/Mechanical,4=79/Mechanical Max Horz5=113(load case 4) Max Uplift3=-48(load case 4),5=-19(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-98/64,2-5=-300/58 BOT CHORD 4-5=-108/0 WEBS 2-4=0/108 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard c,O PR0�e 5g, N C. /*,,V4 � QE `'' 15766PE F1- S Illhok.'',P O``GO'N y4/1 EXPIRATION DATE:06-30-06, September 26,2005 t t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane 1 . Design valid for use only with MiTek connectors.Thu design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component MiTek* Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex RI8394081 509202 JB4 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:18 2005 Page 1 -1-6-0 1 7-11-11 80-0 1-6-0 7-11-11 3 0-0-5 Scale=1:30.5 7.001712 • 3x56 2 N� IA' .. 6 IMO4 1.5x4 II 4x6= I 7-11-11 8-9-0 7-11-11 0-0-5 TCLL LOADING(psf) 5 p SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.92 Vert(LL) 0.00 5 **** 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress lncr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=232/Mechanical,5=438/0-5-8,4=79/Mechanical Max Horz5=138(load case 4) Max Uplift3=-71(load case 4),5=-20(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-104/92,2-5=-360/59 BOT CHORD 4-5=-133/0 WEBS 2-4=-0/133 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. LOAD CASE(S) Standard 0 PROxe� 1AGIke�C4 /0 ' 15766PE v-- y,,0"' GONgg�' Cry 4111111111-41 "r.y�,\\ EXPIRATION DATE:06-30-06 September 26,2005 1 ® WARNING-Verify design parameters and READ NOTES ON TITS AND INCLUDED MITES REFERENCE PAGE SUI.7473 BEFORE USE. 7777 Greenback Lane r. m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394082 509202 JB5 ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 5 Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:19 2005 Page 1 -1-6-0 I 7-11-11 Sf0 1-6-0 7-11-11 3 0-0.50 Scale=1:30.5 7.0012 • 3x5 i 2 �Q CL-1 000.21'3x5 I°° b 5 4 1.5x4 II 4x6= I 7-11-11 8t0 7-11-11 0-0-5 TOL DING(psf)5.0 O SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.92 Vert(LL) 0.00 5 `•`• 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=232/Mechanical,5=438/Mechanical,4=79/Mechanical Max Horz5=138(load case 4) Max Uplift3=-71(load case 4),5=-20(Ioad case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-104/92,2-5=-360/59 BOT CHORD 4-5=-133/0 WEBS 2-4=-0/133 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 gc,O PR Qpe`c5' a� GEN f- ..- _444` 15766PE Y„ 9, G"`GON X0,`1` e ( EXPIRATION DATE:06-30-06 ` September 26,2005 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE NII-7473 BEFORE USE. 777 Greenback Lane eim• Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and is for an individual building component. Ct u 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component MiTek* Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type YP Qty Ply Polygon-Canterbury Woods-Four-plex R18394083 509202 JB6 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fn Sep 23 11:56.20 2005 Page 1 -1-6-0 I 1-11-11 21-0 1-6-0 1-11-11 3 0-0-5 1/ Scale=1:11.6 iii 7.00 12 ..N.W4 i 3x4--11:- 7 , 2 IIIII - li ■ -: 1:1, 5=, 4 ft s,,a I I 1-11-11 3va=2-9-0 1-11-11 0-0-5 TOL DING(psf)5.0 0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=225/0-5-8,3=13/Mechanical,4=19/Mechanical Max Horz5=64(load case 5) Max Uplift5=-43(load case 5),3=-68(load case 7),4=-10(load case 5) Max Grav5=295(load case 7),3=16(load case 3),4=38(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-276/53,1-2=0/92,2-3=-52/7 BOT CHORD 4-5=-59/0 WEBS 2-4=-0/62 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. � D P R ape 15' LOAD CASE(S) Standard (NE '/C) 15766PE gc" 1 7 0•`GONX341 4111111 442:?7,Tt,' ( EXPIRATION DATE:06-30-06 September 26,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MII47473 BEFORE USE. 7777 Greenback Lane Elm . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design Citrus Heights,CA,95610 pp >Y g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crlteda,DSB-89 and BCSI1 Building Component M iTEE4 m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394084 509202 J57 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:21 2005 Page 1 -1-6-0 I 2-0-0 I 3-11-11 1-6-0 2-0-0 1-11-11 4 6 Scale=1:17.0 1Y n 0 7.0012 3 u' ri.; 3x4* ►, r 2 ,/ N „J 11.5x4 II 2-0-0 3x4= 3-11-11 2-0-0 1-11-11 TCLL LOADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (10c) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180 BILL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=225/0-5-8,4=57/Mechanical,5=19/0-5-8,3=72/0-5-8 Max Horz6=87(load case 5) Max Uplift6=-22(load case 5),4=-18(load case 5),5=-17(load case 5),3=-54(load case 7) Max Grav6=294(load case 7),4=57(load case 1),5=38(load case 2),3=72(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-275/32,1-2=0/92,2-3=-52/8,3-4=-23/23 BOT CHORD 5-6=-82/0 WEBS 2-5=-0/86 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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)3. O PR O 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . (,�' ,,,c, LOAD CASE(S) Standard C. V� f ' Q2, '"C 15766PE r' 11t 4‘.O``GON o,`k EXPIRATION DATE:06-30-06 September 26,2005 s A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Nu-7473 BEFORE USE. 7777 Greenback Lane �tlY Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design Citrus Heights,CA,95610 pp iy g para men}ers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component M ITek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394085 509202 JB8 ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:22 2005 Page 1 -1-6-0 I 2-0-0 I 5-11-11 I 1-6-0 2-0-0 3-11-11 Scale=1:22.3 ...J 1;1 7.00 ,2 3 d, 3x4 i ,/ 2 x/ AMIIIIIIW MIMI EMI. 1161111. ►►t M ;OM 0M-11 115x4 II 2-0-0 3x4 6-11-11 2-0-0 3-11-11 TCLL LOADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 6 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=225/0-5-8,4=121/Mechanical,5=19/0-5-8,3=136/0-5-8 Max Horz6=112(load case 5) Max Uplift4=-39(load case 5),5=-26(load case 5),3=-40(load case 7) Max Grav6=294(load case 7),4=121(load case 1),5=38(load case 2),3=136(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-275/9,1-2=0/92,2-3=-59/9,3-4=-49/49 BOT CHORD 5-6=-107/0 WEBS 2-5=0/113 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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)3. OD PR OF 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ � ' ,IyCatNj e / LOAD CASE(S) Standard 0-9, 4G/ 4 15766PE r- s q O' `GONolt 4.4.4,...; , 4000.„itpirm; ,..gabsii, 1 EXPIRATION DATE DS-30-06 September 26,2005 I f WARNING-Verifydesignparameters7777 Greenback Lane and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M(-7473 BEFORE USE. eniel ® Design valid for use only with W/rek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 Applicability of design Citrus Heights,CA,95610 pp ty ig paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component �n! m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ,■,iTek 'Job r Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394086 509202 JC1 ROOF TRUSS 3 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:23 2005 Page 1 I -1-6-0 I 1-4-12 8-0-0 I 1-6-0 1-4-12 6-7-4 3 Scale=1:15.4 7.00 12 3x5 i i :J: 2 4, '7•i W AlallIllIllIllIllmmmmmm IT 00 6 / 3x8= i 4 1.5x4 II 1-4-12 8-0-0 1-4-12 8-7-4 TOL DING(psf)5.0 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 **** 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=-33/Mechanical,5=294/0-5-8,4=79/Mechanical Max Horz5=68(load case 4) Max Uplift3=-120(load case 6),5=-38(load case 4) Max Grav3=29(load case 4),5=403(Ioad case 6),4=79(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-69/14,2-5=-324/77 BOT CHORD 4-5=-58/0 WEBS 2-4=-0/59 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 PIOFAte' ' 15766P �' L, 0° le 11110,. GON,,og' EXPIRATION DATE:06-30-06 September 26,2005 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11117473 BEFORE USE. 7777 Greenback Lane r.umfp te Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ctru 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Qualify Criteria,DSB-89 and BCSI1 Building Component M iTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394087 509202 JC2 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:24 2005 Page 1 I -1-6-0 I 2-9-14 I 8-0-0 I 1-6-0 2-9-14 5-2-2 3 f' Scale=1:17.0 7.0012 3x5 i , 2 i j 1 N# MIME d 3x8= I , 4 1.'5x4 II 2-9-14 I 8-0-0 2-9-14 5-2-2 LOADING(pat) 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25. (Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 **** 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:28 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,5=298/0-5-8,4=79/Mechanical Max Horz5=84(load case 4) Max Uplift3=-46(load case 6),5=-18(load case 4) Max Grav3=43(load case 1),5=346(load case 6),4=79(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-57/14,2-5=-268/57 BOT CHORD 4-5=-74/0 WEBS 2-4=-0/75 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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,\4' �R( St� ,Ca 6tyGINE - <2 xtt 15766PE r ) ‘-a, 0"`GON oto' ( fir,. ift,tif.......,' ,, 411111 - EXPIRATION DATE:06-30-06 September 26,2005 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ffiI--9473 BEFORE USE. 7777 Greenback Lane reno. Design valid for use only with fvtiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of designCitrus Heights,CA,95610 pp ty g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Q fabrication,quality control,storage,delivery,erectors and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek" Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JC3 ROOF TRUSS 2 1 R18394088 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:25 2005 Page 1 I -1'6-0 I 43-1 5-0-0 1-6-0 4-3-1 0-8-15 3 Scale=1:20.9 7.00 12 ��. 3x5 i 2 i irmaissaiss......_ II r m �t t ►t 1.5x4 I 43-1 I `-af4 I 4-3-1 0-8-15 LTCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.03 4-5 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 4-5 >800 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4 2 X 3 SPF Stud REACTIONS (lb/size) 3=102/Mechanical,5=300/0-5-8,4=49/0-5-8 Max Horz5=102(load case 5) Max Uplift3=-27(load case 5),5=-17(load case 5),4=-1(load case 5) Max Grav3=102(load case 1),5=303(load case 7),4=97(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-74/39,2-5=-255/41 BOT CHORD 4-5=-91/0 WEBS 2-4=-0/95 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. c0 R Op 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ,�tt,'' L�'S LOAD CASE(S) Standard Kt cc 15766PE ter"" t 44,. O GON o,IL liqltrer EXPIRATION DATE:06-30-06 , September 26,2005 0 e WARNING-Berth design parameters and READ NOTES ON VHS AND INCLUDED MITES REFERENCE PAGE ffiI-7473 BEFORE USE. 7777 Greenback Lane .--tio Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JC4 ROOF TRUSS 18 1 818394089 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:26 2005 Page 1 -1-6-0 I 5-0-0 I 1-6-0 5-0-0 3 Scale=1:22.9 J 7.00 FE 3x5 i 2 ir: I .1.1 11.5x4 I I 5-0-0 3x4 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 VertLL -0.03 4-5 >999 240 MT20 185/144 TCDLSnow=2�00) Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 4-5 >800 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4 2 X 3 SPF Stud REACTIONS (lb/size) 3=129/Mechanical,5=321/0-5-8,4=49/0-5-8 Max Horz5=111(load case 5) Max Uplift3=-36(load case 5),5=-14(load case 5),4=-3(load case 5) Max Grav3=129(load case 1),5=321(load case 1),4=97(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-84/50,2-5=-272/38 SOT CHORD 4-5=-101/0 WEBS 2-4=-0/105 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. c0 PR O.'• 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,��,* t,e eP LOAD CASE(S) Standard \ �C40)NE.k. /0 Ki, 11 I 7e- ' 15766PE I- 1114. t 9 0'' GON t71 EXPIRATION DATE:06-30-06' September 26,2005 4 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI17473 BEFORE USE, 7777 Greenback Lane ® Design valid for use only with MvlTTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 11111 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JC5 ROOF TRUSS 8 1 818394090 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:27 2005 Page 1 1 -1-6-0 I 4-0-0 1-6-0 1 4-0-0 3 Scale=1:20.2 7.00 12 .•.•_•.• 3x5 i 11.0•0e000,....° 2 ° 111. 1 .11 ,.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIrka 11=.1.1.1.11.11..1.161. h, ,� 1.5x4 II 4-0-0 3x4 f 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof TCLL 25.0 Plates Increase 1.15 TC 0.36 VertLL -0.01 4-5 >999 240 MT20 185/144 TCDLSnow=2 0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4 2 X 3 SPF Stud REACTIONS (lb/size) 3=92/Mechanical,5=284/0-5-8,4=39/0-5-8 Max Horz5=99(load case 5) Max Uplift3=-23(load case 5),5=-16(load case 5),4=-11(load case 5) Max Grav3=92(load case 1),5=294(load case 7),4=77(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-70/35,2-5=-256/36 BOT CHORD 4-5=-88/0 WEBS 2-4=0/93 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. g.0 PR Op 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 lLG)NS , s�© kr 4 15766PE Wit'"' t Il ‘. y O'`CQN ori, EXPIRATION DATE:06-30-06, September 26,2005 t 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. 7777 Greenback Lane 11 Design valid for use only with Welt connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Cites Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component MiTekt Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JCGE JACK 2 1 818394091 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:28 2005 Page 1 l -1-6-0 l 2-0-0 1-6-0 2-0-0 3 Scale=1:14.8 7.00 12 ,4:: 3x4 i 2 1141% lijillillillhEl ,/ ,ai 51110....41114 1.5x4 I I 2-0-0 3x4 2-0-0 Plate Offsets(X,Y): f4:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 VertLL -0.00 5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=225/0-5-8,3=15/Mechanical,4=19/0-5-8 Max Horz5=75(load case 5) Max Uplift5=-17(load case 5),3=-66(load case 7),4=-35(load case 5) Max Grav5=294(load case 7),3=16(load case 3),4=38(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-275/27,1-2=0/92,2-3=-52/7 BOT CHORD 4-5=-65/0 WEBS 2-4=0/79 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. PR 0p 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Gable studs spaced at 2-0-0 oc. '� NA�j{h1E- �/Q 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ' 15766 PE 1- LOAD CASE(S) Standard ikt. 4 U `.,,G ON EXPIRATION DATE:06-30-06 5 September 26,2005 • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-74737777 Greenback Lane BEFORE USE. itir Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component p44 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITeka Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JD1 ROOF TRUSS 4 1 818394092 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 S Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:29 2005 Page 1 I -1-6-0 I 1-11-11 I 8-0-0 1-8-0 1-11-11 6-0-5 Scale=1:15.4 3 A ; 7.0012 ':•:::' 3x5.i 2 14 56 1 __ m A Id 5 4 1.5x4 II 4x6= 1 1-11-11 8-0-0 1-11-11 6-0-5 TOL DING(psf) 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 ."' 240 MT20 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=8/Mechanical,5=290/Mechanical,4=79/Mechanical Max Horz5=65(load case 4) Max Uplift3=-74(load case 6),5=-31(load case 4) Max Grav3=16(load case 2),5=365(load case 6),4=79(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-53/7,2-5=-287/70 BOT CHORD 4-5=-60/0 WEBS 2-4=0/60 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/-PI 1. LOAD CASE(S) Standard _co PROF . 444 '7 ` 15766PE " I -7 O•`GON ch i'' 0 EXPIRATION DATE:06-30-06, September 26,2005 WARNING-Ver ib design parameters and READ NOTES ON THIS AND INCLUDED air=REFERENCE PAGE MIL7473 BEFORE USE. 7777 Greenback Lane anialD Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394093 509202 JD1A ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:56:30 2005 Page 1 I 1-11-11 I 8-0-0 1-11-11 6-0-5 l 2 Scale=1:13.0 7.0012 A 3x5 i . .......... : 1 i ie Id 4 3 1.5x4 II4x6= 1-11-11I 8-0-0 1-11-11 6-0-5 LTCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) 0.00 4 **** 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180 BCLL 0.0 Rep Stress lncr YES WB 0.01 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=57/Mechanical,4=136/Mechanical,3=79/Mechanical Max Horz4=32(load case 4) Max Uplift2=-18(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/23,1-4=-57/3 BOT CHORD 3-4=-27/4 WEBS 1-3=-4/27 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. 5)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." GINE€A) /0 444 1, ct' 15766PE V 0. GON 41 I EXPIRATION DATE:06-30-06 , September 26,2005 $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bII(-7473 BEFORE USE. 7777 Greenback Lane www. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ct u 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown CiWs Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Inlormatlon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394094 509202 JD2 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:31 2005 Page 1 -1-6-0 I 3-11-11I 8-0-0 1-6-0 3-11-11 4-0-5 3 S Scale.1:17.0 i;. 7.00 12 •v r; 3x5-,-.- 2 2 211 1c,5 5 4 1.5x4 II 3-11-11 I 8-0-0 4x8 vu1 3-11-11 4-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 5 **** 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.35 VertTL -0.30 4-5 >315 180 BCLTCDL L 0.0 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:29 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=91/Mechanical,5=323/Mechanical,4=79/Mechanical Max Horz5=88(load case 4) Max Uplift3=-23(load case 4),5=-20(Ioad case 4) Max Grav3=91(load case 1),5=334(Ioad case 6),4=79(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-70/34,2-5=-256/59 BOT CHORD 4-5=-83/0 WEBS 2-4=-0/83 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard , ,Qo P0 �s ct- 15766PE tr- (-) 1 ‘,..,,i, 0-,GON 4 114‘. t EXPIRATION DATE:06-30-06 September 26,2005 s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD--7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connector.This design is based only upon parameters shown,and is for an individual building component. Suiteiu 109 A licabili of design Citrus Heights,CA,95610 pp ty g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Inlormation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394095 509202 JD2A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:32 2005 Page 1 I 3-11-11 I 8-0-0 I 3-11-11 2 , 40-5 Scale=1:17.0 7.00 FIF exit.... 3x5'1..--- 1 1 d 4 3 11.5x4 H 3.11-11 8-0-0 4x6=1 3-11-11 4-0-5 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 4 '"'" 240 MT20 185/148 (Roof Snow=25.0) TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:27 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=115/Mechanical,4=194/Mechanical,3=79/Mechanical Max Horz4=55(load case 4) Max Uplift2=-37(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-46/46,1-4=-115/6 BOT CHORD 3-4=-50/5 WEBS 1-3=-5/50 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. 5)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 �, ' 0PROpu r`AGiNE€� s,�© 2 c 15766PE r.. 1 U•' GUN 4� VI � digairen EXPIRATION DATE:06-30-06 i September 26,2005 a WARNING-Verifydesign77 Greenback Lane parameters and READ NOTES ON THIS AND INCLUDED NUTER REFERENCE PAGE Mn-ffi1f743 BEFORE USE. 1 .-to Design valid for use only with MiTek connectors.This design based only upon parameters shown,and is for an individual building component. Suite 109 111 Applicability of designoCitrus Heights,CA,95610 pp d g paramenters and proper incorporationisdsignis as only component is responsibility building designer an -not designer.mpoBracine shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS11 Building Component iw iTek� Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394096 509202 JD3 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:32 2005 Page 1 -1-6-0 I 5-11-11 8-0.0 1-6-0 5-11-11 2-0.5 3 Scale:1/2"=1' 7.00 12 3x5- 2 mit imr 1,6 d 5 4 1.5x4 I 4x6= 5-11-11 8-0-0 5-11-11 2-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 VertLL 0.00 5 **** 240 MT20 185/148 TCDLSnoW 7 0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:32 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=164/Mechanical,5=379/Mechanical,4=79/Mechanical Max Horz5=113(load case 4) Max Uplift3=-48(load case 4),5=-19(Ioad case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-98/64,2-5=-300/58 BOT CHORD 4-5=-108/0 WEBS 2-4=0/108 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 0) PROps GINE$4, �� °-• 15766PE y O"' GON c3 41111116,_Wien; EXPIRATION DATE:06-30-06 ) September 26,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1011--7473 BEFORE USE. 7777 Greenback Lane selfb Design valid for use only with IvtTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek` Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JD3A ROOF TRUSS 2 1 818394097 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:33 2005 Page 1 I 5-11-11 I 8-0-0 5-11-11 2-0-5 2 Scale:1/2"=1' '::ii 7.0012 3x5 i 1 111111111.11"mmwm"'"'"-------------:, —I Im d 4 3 1.5x4 H 4x8= 5-11-11 8-0-0 5-11-11 2-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 VertLL 0.00 4 *"' 240 MT20 185/148 TCDL Snow=2 O Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:30 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=179/Mechanical,4=258/Mechanical,3=79/Mechanical Max Horz4=80(load case 4) Max Uplift2=-57(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-72/72,1-4=-179/10 BOT CHORD 3-4=-75/6 WEBS 1-3=-6/75 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. 5)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 PR S& t4,r 'c 15766PE t y�`O. GON X41? " `f�C .T , EXPIRATION DATE:06-30-06 i September 26,2005 s WARNING-Verifydesign 1 ig parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. 7777 Greenback Lane are Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek` Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JD4 ROOF TRUSS 2 1 818394098 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:34 2005 Page 1 -1-6-0 I 7-11-11 8j-0 1-6-0 7-11-11 AA 840.5 Scale=1:30.5 7.00 FIT • 3x5 i 2 • I: co 5 4 1.5x4 I I 4x8= 7-11-11 6-9-0 7-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) 0.00 5 **** 240 MT20 185/148 TCDL Snow=2 o Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 4-5 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=232/Mechanical,5=438/Mechanical,4=79/Mechanical Max Horz5=138(load case 4) Max Uplift3=-71(load case 4),5=-20(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/95,2-3=-104/92,2-5=-360/59 BOT CHORD 4-5=-133/0 WEBS 2-4=-0/133 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 PR°Pk AGtNE*6.� /© .44 15766PE O"GON g VA • EXPIRATION DATE:06-30-06 September 26,2005 e 9 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. 7777 Greenback Lane mrom Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MITek� r Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-pies R18394099 509202 JD4A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:35 2005 Page 1 I 7-11-11 81-0 7-11-11 20-0-5 Scale=1:30.2 7.00 12 .0•10••••0"./.0'1' 3x5 i 1 eC AI6 4 3 1.5x4 II - 4x6= I 7-11-11 8.0.0 7-11-11 0-0-50 LO TCLL ADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.76 Vert(LL) 0.00 4 **** 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.30 3-4 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:33 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 7-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=243/Mechanical,4=322/Mechanical,3=79/Mechanical Max Horz4=105(load case 4) Max Uplift2=-77(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-98/98,1-4=-243/14 BOT CHORD 3-4=-100/7 WEBS 1-3=-7/101 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. 5)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 � SS o PROFe 4NyG1NSfi /Q ' 15766PE r I y 0•`GON A.11 EXPIRATION DATE:06-30-06 September 26,2005 t e WARNING-Verify design7777 Greenback Lane ip parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE EIII-7473 BEFORE USE. 1. 111 Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cit 109 Applicability of design Citrus Heights,CA,95610 pp ty g paramen}ers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. b Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394100 509202 JD5 ROOF TRUSS 4 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:36 2005 Page 1 I 8-0-0 I 311-11 I 8-0-0 1-11-11 3 .4 61. Scale=1:36.6 2 7.00 12 PM ►/ • rd 3x5:- 1 1 a �p d ri 5 4 1.5x4 II 4x6- I 8-0-0 I 311-11 I 8-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.00 5 **** 240 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.30 4-5 >315 180 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:36 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=63/Mechanical,5=323/Mechanical,4=79/Mechanical,2=307/0-5-8 Max Horz5=130(load case 4) Max Uplift3=-20(load case 4),2=-98(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-98/98,2-3=-25/25,1-5=-244/0 BOT CHORD 4-5=-125/8 WEBS 1-4=-8/126 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 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 ;GO P R opt 4NGtNjv �(9 `-C 15766PE. p 4 O GGIW Oyu t ip, s EXPIRATION DATE:06-30-06 September 26,2005 1 0 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mu-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394101 509202 JD6 ROOF TRUSS 4 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:37 2005 Page 1 -1-6-0 I 1-11-11 2-fl-0 1-6-0 1-11-11 3 0-0-5 4 Scale=1:11.6 ii 4 .� 7.00 12 _...;.t.t.;.; 3x4 i , 2 4 -- .11 . i; elas........._ . ao ci �Ji d ha1 5-/ 4 f 5Y4 II 1-11-11 3v4 -9-0 1-11-11 0-0-5 TCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 IC 0.34 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress InaYES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=225/0-5-8,3=13/Mechanical,4=19/Mechanical Max Horz5=64(load case 5) Max Uplift5=-43(load case 5),3=-68(load case 7),4=-10(load case 5) Max Grav5=295(load case 7),3=16(load case 3),4=38(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-276/53,1-2=0/92,2-3=-52/7 BOT CHORD 4-5=-59/0 WEBS 2-4=-0/62 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. Kokg0 PR op LOAD CASE(S) Standard s. -kGINE 0 �4r c' 15766PE fir- y1 ,, 0•' GON c: ' .r diatrien EXPIRATION DATE:06-30-06 ' September 26,2005 4 l WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hUI--7473 BEFORE USE. 7777 Greenback Lane r_m Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 A licabili of design Citrus Heights,CA,95610 pp iy g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component M iTeicm Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394102 509202 JD6A ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:38 2005 Page 1 I 1-11-11 21-0 1-11-11 2 0-0-5 7.00 12 AScale=1:11.6 3x4-.-- 1 1 14, 1.1 _t g mem I ►t ,7 4=, 3 I1 5rd II 1-11-11 3va_2-fl-0 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 4 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 3-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.02 Horz(TL) TL) -0.00 2 n/a n/a BCDL 10.0BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:8 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=77/0-5-8,2=58/Mechanical,3=19/Mechanical Max Horz4=33(load case 5) Max Uplift2=-19(load case 5) Max Grav4=77(load case 1),2=58(load case 1),3=38(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-58/0,1-2=-24/24 BOT CHORD 3-4=-28/4 WEBS 1-3=-5/29 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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 �� p PR O fe s 7 15766PE fir~' OGON, c>;r�' e` ' V' 4-iii }-: EXPIRATION DATE:06-30-06 J September 26,2005 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6IIf--7473 BEFORE USE. 7777 Greenback Lane , m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suiteiu 109 Applicability of designCitrus Heights,CA,95610 pp ty g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criferta,DSB-89 and BCSI1 Building Component M ITe^4 s Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ,. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JD7 ROOF TRUSS 4 1 R18394103 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:56:39 2005 Page 1 -1-6-0 2-0-0 I 3-11-11 1-6-0 2-0-0 1-11-11 4 6 Scale=1:17.0 I ..':o: d 7.00 12 3 KI ri r: 3x4�i ►, N.- 2 2 _ w im _ -/ ,� 11.5x4 II 2-0-0 3x4=I 3-11-11 I 2-0-0 1-11-11 TOL DING(psf)5.0 0 SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.00 6 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress'nor YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=225/0-5-8,4=57/Mechanical,5=19/0-5-8,3=72/0-5-8 Max Horz6=87(load case 5) Max Uplift6=-22(load case 5),4=-18(load case 5),5=-17(load case 5),3=-54(load case 7) Max Grav6=294(load case 7),4=57(load case 1),5=38(load case 2),3=72(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-275/32,1-2=0/92,2-3=-52/8,3-4=-23/23 BOT CHORD 5-6=-82/0 WEBS 2-5=-0/86 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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)3. td PR Op 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' '. S s S NC,,0 NE€.4? LOAD , SSLOAD CASE(S) Standard( /C 15766PE r- y ta"°GON 0�' 4v(1,411441.-. ^\ EXPIRATION DATE:06-30-06 September 26,2005 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane r_r_• Design valid for use only with fvLTek connectors.The design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. A Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394104 509202 JD7A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:40 2005 Page 1 1 1-6-8 1 3-6-3 1-6-8 1-11-11 3 y Scale=1:17.0 q 7.00 12 n 2 r 3x4 i r, d: 1 „ .. Oil MmeI. IM 111.111.1 II ►_. 11.5x4 II 1-6-8 3x4 T 3-6-3 1-6-8 1-11-11 Plate Offsets(X,Y): [4:Edge,0-1-8] TOL DING(psf)5.0 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=59/0-5-8,3=57/Mechanical,4=14/0-5-8,2=102/0-5-8 Max Horz5=54(load case 5) Max Uplift3=-18(load case 5),4=-22(load case 5),2=-32(load case 5) Max Grav5=59(load case 1),3=57(load case 1),4=29(load case 2),2=102(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-5=-45/0,1-2=-38/18,2-3=-23/23 BOT CHORD 4-5=-47/7 WEBS 1-4=-8/55 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)Refer to girder(s)for truss to truss connections. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. >y(} P 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. GANE v," LOAD CASE(S) Standard ,i,r 0.4. 15766PE c.-` . 0-`GON 41' EXPIRATION DATE:06-30-06 September 26,2005 t —WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5QI-7473 BEFORE USE. 7777 Greenback Lane �stme Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design Citrus Heights,CA,95610 pp ty g paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek. Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r. Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex 509202 JD8 R18394105 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:41 2005 Page 1 -1-6-0 I 2-0-0 I 5-11-11 I 1-6-0 2-0-0 3-11-11 4 Scale=1:22.3 .. I00 7.0012 3 m rY, 3x4 i 1 2 OiAl MAIIIIMINW Fa M 1.5x4 II 2-0-0 3x4= 5-11-11 2-0-0 3-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 VertLL -0.00 6 >999 240 MT20 197/144 TCDLSnow 2 o Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=225/0-5-8,4=121/Mechanical,5=19/0-5-8,3=136/0-5-8 Max Horz6=112(load case 5) Max Uplift4=-39(load case 5),5=-26(load case 5),3=-40(load case 7) Max Grav6=294(load case 7),4=121(load case 1),5=38(load case 2),3=136(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-275/9,1-2=0/92,2-3=-59/9,3-4=-49/49 BOT CHORD 5-6=-107/0 WEBS 2-5=0/113 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;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)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)3. PR Op 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,\t(, 4:St LOAD CASE(S) Standard f c. 11G)N L�,ct <t2 'r 15766PE Q1-- t " ‘110‘, 0"GON 411 400,0..r.,,TF,,,, EXPIRATION DATE:06-30-06 September 26,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane . rat Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. x Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394106 509202 JD8A ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 2311:56:42 2005 Page 1 I 1-6-8 5-6-3 I 1-6-8 3-11-11 3 1°7' Scale=1:22.3 7.00 12 •• , 2 3x4 i 1 ,/ IM141.414IIIIIIMh I� OM ►_. 1.5x4 II 1-6-8 3x4- 5-6-3 1-6-8 3-11-11 Plate Offsets(X,Y): [4:Edge,0-1-8) TCLL LOADING(psf)5.0 Ps25 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 5 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 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 2-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=59/0-5-8,3=121/Mechanical,4=14/0-5-8,2=166/0-5-8 Max Horz5=79(load case 5) Max Uplift3=-39(load case 5),4=-37(load case 5),2=-53(load case 5) Max Grav5=75(load case 5),3=121(load case 1),4=29(load case 2),2=166(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-5=-68/0,1-2=-67/18,2-3=-49/49 BOT CHORD 4-5=-72/8 WEBS 1-4=-9/84 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)A plate rating reduction of 20%has been applied for the green lumber members. � � 6)Refer to girder(s)for truss to truss connections. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. S' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • S)N $:#5) /0_, LOAD CASE(S) Standard 15766PE r- Il4 lio‘Y� 0"A'SON cp tri' to 1 dido tit t it�Y7P,r EXPIRATION DATE 06-30-06 J September 26,2005 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MIL7473 BEFORE USE. 7777 Greenback Lane ......® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. v x Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394107 509202 JDG MONO TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:43 2005 Page 1 I 3-8-4 I 8-0-0I 10-0-7 1 3-8-4 4-3-12 2-0-7 5 Scale=1:36.8 1.5x4 II 1 7.00 12 3x5�i 3 11411 2 x 1 , 4 III d ■ ■ ►1 �� ►/ 4x4�i ►M 3x8 11 7 6 3x6 I I 3x4= I 3-8-4I E-0-0 1 3-8-4 4-3-12 Plate Offsets(X,Y): F1:0-2-12.0-0-15] TCLL LOADING(psf)5.0 Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.67 Vert(LL) -0.05 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.12 6-7 >763 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:41 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except BOT CHORD 2 X 4 DF 1800F 1.6E end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 6 DF No.2 2-2-6 REACTIONS (lb/size) 1=1021/0-5-8,6=1195/0-5-8 Max Horz1=140(load case 4) Max Upltft1=-20(load case 6),6=-159(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1126/18,2-3=-1065/31,3-4=-73/87,4-5=-123/0,4-6=-353/114 BOT CHORD 1-7=-81/858,6-7=-81/858 WEBS 3-7=-7/971,3-6=-1021/80 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _co PR opt 7)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 8-0-0 �F, e'.6, 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1yCaIN - rQ 1-14 I" LOAD CASE(S) Standard 4 15766PE. r- 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pIf) Vert:1-6=-199(F=-179),1-4=-64,4-5=-64 111110‘. t EXPIRATION DATE:06-30- J September 26,2005 4 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE 1111-7473 BEFORE USE. 7777 Greenback Lane .... ® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek* Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ,• r+ Job Truss Truss Type Qty Ply Polygon-Canterbury Woods-Four-plex R18394108 509202 JGE MONO TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Fri Sep 23 11:56:44 2005 Page 1 1 -2-1-4 I 3-2-0 1,51 II 2-1-4 3-2-0 4 1.5x4 II Scale=1:15.5 5.00 FIT 3 2x4 II 2 - v:.:.-.-•-ay.-v.;vvwvvwvv.;vvwvvvvvw 4. O Oi J%O%%ii i:*i i i+•Ov.i.00:.•i.�.�.•.�.�i.• ,' 11.5x4 II 3-2-0 1.5x4 I I 1.51 II 3-2-0 TCLL OADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DER. in (loc) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.65 Vert(LL) -0.12 1 n/r 120 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.15 1-2 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7 2 X 4 HF Std OTHERS 2X4HFStd REACTIONS (lb/size) 7=310/3-2-0,5=46/3-2-0,6=33/3-2-0 Max Horz7=72(load case 4) Max Uplift7=-71(load case 5),5=-3(load case 4),6=-149(load case 7) Max Grav7=459(load case 7),5=46(load case 1),6=74(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99,2-3=-46/15,3-4=-11/31,4-5=-47/15,2-7=-410/93 BOT CHORD 6-7=-16/19,5-6=-16/19 WEBS 3-6=-21/160 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS interior zone;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)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. ' ' P �� 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �yGIN fi, l© 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4 15766PE 9)Gable studs spaced at 2-0-0 oc. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard ' O'`GON c ii4iii.s+,T?r EXPIRATION DATE:06-30-06 September 26,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 BEFORE USE. 7777 Greenback Lane .... ® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4' *Center plate on joint unless x,y Damage or Personal offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths g Injury En= Dimensions are in ft-in-sixteenths. ■■ Apply plates to both sides of truss I 1. Additional stability bracing for truss system,e.g. and securely seat. diagonal or X-bracing,is always required. See BCSII. 2. Never exceed the design loading shown and never 0-111i' 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS _ 3. Provide copies of this truss design to the building IIIMAII,p designer,erection supervisor,property owner and 4 all other interested parties. 0 For 4 x 2 orientation,locate plates 0 'ab'from outside a 1° 1111111ghL\11 p 4. Cut members to bear tightly against each other. O IrP 5. Place plates on each face of truss at each edge of truss. O joint and embed fully.Knots and wane at joint C7-8 c6-7 C5-6 locations are regulated ANSI/TPII. BOTTOM CHORDSby - *This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TP11. *Plate location details available in MiTek 20/20 7. Unless otherwise noted,moisture content of lumber I software or upon request. shall not exceed 19%at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator.Generalpractice is to 4 x 4 perpendicular to slots.Second camber for dead load deflection. p dimension is the length parallel to slots. 10.Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. BOCA 96 31,95 43,96-20-1,96 67,84-32 1 1.Lumber used shall be of the species and size,and �� Indicated by symbol shown and/orin all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at spacing shown on design. SBCCI 9667,9730,9604B,951 1,9432A BEARING 13.Bottom chords require lateral bracing at 10 ft.spacing, 1 Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports) occur. Icons vary but ■�� reaction section indicates joint 14.Connections not shown are the responsibility of others. number where bearings occur. gm m ® 15.Do not cut or alter truss member or plate without prior _� approval of a professional engineer. Mil Industry Standards: 16.Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal MiTek® Plate Connected Wood Truss Construction. _.--r<I>\ DSB-89: Design Standard for Bracing. 4 BCSI1: Building Component Safety Information, .,OK Guide to Good Practice for Handling, r 1111Ww Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ®2004 MiTek®