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Plans (5) i I Job 511202 Truss Type Qty MONO Polygon- Canterbury Carriages BMC West-Sherwood, CAL HIP y9 A8-A1 Sherwood,Or. 97140 11111 -1-8-0 Job Reference R1918587 6.100 s Sep o•tional 7-1-0 172004 MiTek Industries,Inc. Mon Nov 28 11:25:31 2005 Page 1 1-8-0 12-10.10 7-1-0 5-9-9 19-1-1 1.6-11 6-2-7 26-5-0 0-510 6-10.5 5x10 MII20= 1Scale=1:57.6 3x5 MI120 I I 5.002 6 7 3x4 MII203x4 MII20� 5 1.5x4 MI120 S\ 4 0 3 4; N re /,_ 2 d1 _� 4x5MII20= �� rt 11ra 3x4 MII20= 10 9 9-10.9 3x4 MII20= 3x4 M1120= 8 Plate Offsets X,Y: 9.10-9 19-1-1 3x5 MII20= 2:0-1-14 0-0-2, 6:0-5 0 0-1-5 LOADING(psiaz-6 z6-s-o TCLL 25.0 SPACING 7'315 (Roof Snow=25,0) Plates Increase 2-0-0 CSI TCDL 7 0 Lumber Increase 1015 TC C DEFL BCLL 1.15 0.68 VertLL In 2-11 Ud BCDL 0.0 Stress Incr YES BC 0.86 Vert(LL) 0.18 2 ) I/deft PLATES 10.0 RepCode Stress lncr 12 S WB 0.78 HorVer(TL) -0.48 ,n/a1 >999 n/a MII20 GRIP LUMBER (Matrix) Horz(TL) 0.08 650 180 185/144 TOP CHORDER8 n/a n/a 2 X 4 DF No.2 'Except' 1-4 2 X 4 DF 1800E 1.6E BRACING Weight:125 lb BOT CHORD 2 X 4 DF No.2 WEBS 2 X 4 HF Std TOP CHORD Structural wood sheathing directlyapplied 7$2 X 4 NF 2N2C 3 t* Rend viceilingcbra bracing.5 oc purlins, except 11 2 X 3 SPF Stud,5-11 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly WEBS 1 Row at midpt applied or 10-0-0 oc bracing. 7-8,5-9,6-8 REACTIONS (lb/size) 8=1089/0-5-8,2=1219/0-5.8 Max Horz2=271(load case 6) Max Uplift8=-129(Ioad case 6),2=-201(load case 7) Max Grav8=1089(load case 1),2=1728008d case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-2956/258,3_ TOP CHORD 2-110_293/2390,10-11=-176/1777,54=-2445/200,4- -_ WEBS 9_ 5-2233/217,13 1086/137,6- 3-11=-630/162,5-11=-17/760,5-9=-1173/191,10=1176/1777,8- 3- 6-7=-45/69,7- __ 6-9=- 9 130/876 8 333/82 NOTES50/936,6-8=-1306/136 1)Wind:ASCE 7-98;Som right exposed Ph;h=25ft'TCDL=4.2psf;BCDL- p ed;endvertical left and right =5.0psf;Category 2)TCLL:ASCE 7-98;p vertical psf(flat rooft snow);xposed;Lumber D g at II;Exp 8;enclosed; 3) snow loads haveOL-1.33 plate grip DOL- MWFRS gable end zone 34)Unbalancedb truss been considered Exp or is design.Exp.;L=45-0-0 1'33' cantilever left and has been designed for 2.00 timesrflat froof loadof25.0 6)5)Provide adequate drainage to 7This truss has been designed fovevent a 10.Ames pandinf, psf on overhangs 9 non-concurrent with other live loads. )This truss requiresapsfte bottom chord live load 8)This truss is designed inspection per the Tooth Count nonconcurrenttruss with any ' �° fined platein accordance Method when this truss is chosefor quality live loads. with the 2003 International Buildingg .. (y LOAD CASE(S) Code section assurance inspection. Standard 2306.1 and referencedp coon. standard ANSI/TPI 1, C� �'" r '/ itis 11/ tp (;, EXPIRTION DATE:06;30106 A DesignAI WARNING- ✓design parameters and valid for only with MiTek connect READ NOTES o 109 Applicability of design ors.This design ON AND INCLUD "-R FE E aro xM ""'--embe_ tvali f g only with niers properincorporation is based onlyEe T REFERENCE lb 73 BEFORE RF November 2 005 erector.Additional usea individual web This of component upon parameters shown, PAGE M76T473 BEcoUSE. H 9 2 permanent tern and only Additional temporary is res wn,andinis for n individual not trul bde ig is111 for lateral quality f the members overall Addition is the porn responsibility insure stability bility during designer s componeot. 7777 Greenback Lane Safety Information control,storage,delivery, ^n bracing}o insure s}abilifiner'not truss designerSuite Greenback available from Truss Plate Ierectien and bracing,consult so of the buildinge construction is thein Bracingmposhown .........11. ANSI/iPll designer.For responsibillity of the Citrus Heights,CA,95610 D'Onofrio Drive, Quality Crifer(a p5g general guidance regarding ++r Madison,WI 53719. 89 and BCSI7 Building 9 Component MiTek24 --T.."IIII.II r r Job 511202 Truss Type MONO CAL HIP Qty BMC West--Sherwood,Sherwood Polygon-Canterbu Or. 97140 1 rY Carriages AB-A1 nal -1-8-0 Job Reference R1918587 1-8-0100 P 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:32 2005 Page 1 7.1-0 12-10.10 5-9-9 19-1-1 21$11 6-2-7 26-5-0 2-5-10 4x8 MI120\\ `1-10-5 5.00 12 7 Scale=1:57.3 6 013 3x4 MII20- 8 3x4 MII20 3x4 MII2p 5 • 1 1.5x4 M1120\\ 4 E1 y 0000000000000004000001111111111. 3 N 2 2r :: 3x8 MII20- F] 1. 12 _ 3x4 M1120= 11 10 x 9-10-9 3x4 MI120- 3x4 MI120= 9 Plate Offsets X,Y: 9-1°-9 19-1-1 3x5 MII20= 2:0-4-2,0-1-8, 8:Ed.e,0-1-8 LOADING(psf) 9-2-8 7-3-15 TCLL 25,0 SPACING (Roof Snow_ ) 7-0.15 25.0 Plates Increase CSI TCDL 7.0 Lumber Increase 1 2-0-0 DEFL BOLL 1.15 TC 0.81 in (lac) I/defl BCDL 0.0 Stress Inc,' YES BC 0.89 Vert(LL) -0.18 2-12 >999 240 PLATES 10.0 Repe Stress Incr YES WB 0 76 VertTL 180 GRIP Vert(TL) 0.48 2-12 >646 MII20 LUMBER (Matrix) H°rz(TL) 0.09 185/144 TOP CHORD 9 n/a n/a 2 X 4 DF No.2 *Except* BOT CHORD 1 4 2 X 4 DF 1800E 1.6E BRACING Weight:1281b WEBS 2 X4 42 DF OF TOP CHORD 2 X 4 HF Std *Except* Structural wood sheathing2 directly applied or 3-1-12 oc purlins, except WEBS Rigid ceilingtdirectly applied or 10-0- 1 Row at midpt 0 oc bracing. REACTIONS 2 Rows at 1/3 pts 8-9,5-10 (lb/size) 9=1205/0-5-8, 6-9 Max Horz2= 5 8,2=1253/0-5 g -289(load case 6) Max Uplift9=-174(load case 7),2=-204(boad case 7) Max Grav9=1393(load case 2),2=1812(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-3181/265, 8-9=-318/91 3 3181/265,3-4=- BOT CHORD 2673/214 4- -_ 2-12-- � 5-2535/223,5-6=-1347/147,6-7=-116/0,6_ WEBS 348/2799 11-12=-222/1984,10-11=222/1984,9_ 3-125-633/166,5- 13=-44/71,8_ 12=-20/762,5- 188- 13=44/71, NOTES 10=1102/177,6-10=-40/885,145/1136 6-9=-1679/226 1)Wind:ASCE 7-98;90m right exposed; Ph;h=25ft;TCDL=4.2 sf� Pendvertical left and r P BCDL=5.0 2)TCLL:ASCE 7-98;Pf= right exposed; Psf;Categoryplat II;Ex 23) snow loads2 .0 psbeen roof snow• 'Lumber DOL=1.33 plate Exp B;enclosed;MWF 4)UnbalancedThib anc has considered for this design.xp'L 45-0-0gnP DOL=1.33. RS gable end zone;cantilever left and been designed for 2.00 times flat roof load of 5)Provide adequate 6)This truss has been designed drainage to prevent water 25.0 psf on overhangs 7)This truss re 9ned fora 10.0 ponding. non-concurrent with other live loads. quires plate inspection psf bottom chord live load nonconcurrent P)5 r`P1 8)This truss is designed in accordance the Tooth Count ccorction with the Method who any or quality live loads. when this truss is chosen for < - t- '9- '` LOAD CASE(S) 2003 International Building Code section 2306.1 Standard assurance inspection. and referenced standard � ' �: ANSIlrPI 1. ��" ��..)}-E y 1 f x '^ g $Fr t°'dd --,7 ''''' <4, gay 3., 464 WARNING-Verify ��>; ir Design valid for use onlydesign parameters a �"" ,R_LIT^-•- APplicabill withMiTek:-.,, and READ NOTESONK , °,"r' """"'.20N Applicability of design desig connectors.ThisRdesignTiINS AND INCL - "a y is for lateral suppar}of In enters and is based o INCLUDED MITER REFERENCE November 2 005 Proper into only upon '�-- 9,2 erector.Additional dfvidual web members incorporation of cm P parameters shown, PAGE Mp-7473 BEFOREn USE. -" � .r3;^:q.-. is fel qualify control,storagebracing of the overall structure is temporary bracing to insure stability designer lthe res cam 7777 Greenback Lane - ` -'f: Y Information available from delivery,erectionthe responsibili 9ner-not truss designer,component. Suite 109 W-7111® m Truss Plate Institute, and bracing,consult o , the 71 .buildingb during construction is reset Bracing shown tote,583 D'Onofho Drive, ANSI/F?11 Y Criteria,DSBorPonsi Pon of the Citrus Heights,CA,95610 Madison,WI 537 9 d general guidance regarding - 89 and BCSI7 Building Component � ." i MiTek® Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 A3 ROOF TRUSS 9 1 R19185874 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:25:34 2005 Page 1 -1-8-0 8-2-3 11-eo I 1 1sa1D 1 z33o I 26-5-0I 8-2-3 7-6-6 7-6-6 3-2-0 4x12 M1120= Scale=1:69.2 5.00171-2 6 .;, 3x4M112011 4x4 M1120 5 3x4 M1120 1.5x4 MI120\\ 4 3 ab a51 ti 2 4x5 MII20= •_ 11 10 9 8 3x5MI120= 3x4M1120= 3x6 MII20= 9-4-10 4x5 M1120= I 9-4-10 17-8-4 1 26-5-0 I 8-3-10 8-8-12 Plate Offsets(X,Y): [2:0-1-14,0-0-2],[6:0-4-12,0-1-12] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.85 Vert(LL) -0.23 2-11 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.53 2-11 >587 180 BCLL 0.0 Rep Stress InaYES WB 0.79 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:130 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-4 2 X 4 DF 1800F 1.6E end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Std *Except* WEBS 1 Row at midpt 5-9,7-8,6-8 3-11 2 X 3 SPF Stud,5-9 2 X 3 SPF Stud REACTIONS (lb/size) 2=1220/0-5-8,8=1089/0-5-8 Max Horz2=288(load case 6) Max Uplift2=-203(load case 7),8=-148(load case 7) Max Grav2=1769(load case 2),8=1328(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-3024/248,3-4=-2742/261,4-5=-2475/283,5-6=-1443/214,6-7=-75/105,7-8=-125/87 BOT CHORD 2-11=-302/2640,10-11=-145/1539,9-10=-145/1539,8-9=-94/423 WEBS 3-11=-722/194,5-11=-130/1230,5-9=-1221/256,6-9=-192/1543,6-8=-1399/163 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. D O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,"�, 4 c - 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ." Tir".,.k„.;..,,„, , 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �;-:1 if 4'' V9'Y r I, F �' LOAD CASE(S) Standard T { 48 i 3 ,rr` , r' ..3, L EXP€I ATION DATE;06130105., November 29,2005 WARNING-Verify design n parameters ad READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE B477-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 109 is for lateral supportCitrus Heights,CA,95610 lg - of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a 1111- 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 BCSII 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 Carriages AB-A1 511202 A4 ROOF TRUSS 5 1 R19185875 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:35 2005 Page 1 0-p-14 8-0-4 1 11-2-4 1 0-5-14 7-6-6 3,2-2 4x10 M1120— 5.00 FIT Scale=1:67.7 2 �7�112011 3 6x6 MII20 A/1 :i :: \ 6co dr a.. 6 5 4 3x4 MI120= 3x8 MI120= 3x4 MI120 11 1 2-5-8 1 11-2-4 2-5-8 8-8-12 Plate Offsets(X,Y): 12:0-3-8,0-2-0] 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 0.93 Vert(LL) -0.12 4-5 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.30 4-5 >437 180 BCLL 0.0 Rep Stress[nor YES WB 0.26 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:79 lb LUMBER . TOP CHORD 2 X 4 DF No.2 BRACING BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except WEBS 2 X 4 HF Std 'Except' end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-5 2 X 3 SPF Stud,1-6 2 X 4 DF No.2 WEBS 1 Row at midpt 2-5,3-4,2-4,1-6 REACTIONS (lb/size) 4=455/0-5-8,6=455/0-5-8 Max Horz6=250(load case 6) Max Uplift4=-115(load case 6),6=-66(load case 5) Max Grav4=455(load case 1),6=600(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-275/107,2-3=-75/104,3-4=-137/122,1-6=-574/31 BOT CHORD 5-6=-205/115,4-5=-107/147 WEBS 1-5=0/279,2-5=-85/89,2-40-484/206 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)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 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. i ,u, N (a ptN �; LOAD CASE(S) Standard ;? °ras 4 ,4 3N Nco . `, 7-1 E;iJ) A T i DAT. :OV.06 1 November 29,2005 9INZNEMMEMMUMMINSIEfeteMM�� , , L:.. , .A 6 • < :..sr,; ,,; W .s. ' ; ; Tn,Tn. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 7777 Greenback Lane m 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 gm vialis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the fabrication,gltionaluality control,storage,danent elivof the overall structure is the ery,erection and bracing,conresponsibility ullt sibANSI/TPII Qualof the lii�ty Criteridesia,DSB-8er.For 9 andral BCS11 Building Component Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITek� a Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 A5 ROOF TRUSS 3 1 819185876 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:36 2005 Page 1 1 8-2-3 l 15-8-10 1 23-3-0 1 26-5-0 1 8-2-3 7-6-6 .. 7 6-8 4x12 M1120334 Scale=1:67.7 5.00 FY5. .a111112D II 4111 . 3x6 MII20� 3x4 M1120 1.5x4 MI120\\ 4 3 fl o n 2 sa5 1 - 4111111 <I rr d ,e ra 3x6 MI120= ' 10 9 8 7 4x4 M1120= 3x4 M1120= 3x6 M1120= 9-4-10 5x5 MI120= I 1 17-8-4 I 26-5-0 9-4-10 8-3-10 8-8-12 1 Plate Offsets(X,Y): [1:0-4-2,0-1-81[5:0-4-12,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.29 1-10 >999 240 MII20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.61 1-10 >513 180 TCDL 0.0 Rep Stress Ina YES WB 0.80 Horz(TL) 0.07 7 n/a n/a BCLL 0.0 Code IBC2003/ BCDL 10.0 TPI2002 (Matrix) Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 DF No.2 *Except* WEBS 1 Row at midpt 4-8,6-7,5-7 1-9 2 X 4 DF 1800F 1.6E WEBS 2 X 4 HF Std *Except* 2-10 2 X 3 SPF Stud,4-8 2 X 3 SPF Stud REACTIONS (lb/size) 1=1094/0-5-8,7=1094/0-5-8 Max Horz1=277(load case 6) Max Uplift1=-134(load case 7),7=-150(load case 7) Max Grav1=1580(load case 2),7=1344(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3091/266,2-3=-2807/279,3-4=-2538/301,4-5=-1460/217,5-6=-75/105,6-7=-125/89 BOT CHORD 1-10=-321/2706,9-10=-149/1560,8-9=-149/1560,7-8=-94/428 WEBS 2-10=-745/201,4-10=-148/1283,4-8=-1243/261,5-8=-196/1562,5-7=-1416/163 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0 3)Unbalanced snow loads have been considered for this design. r�r •4:_6-616,'::. ' 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. C"�� \;5` [ C'7r 6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. < c.' ,yam 1i..' .n "s C. 3r LOAD CASE(S) Standard a r y 1.O ( D ] a' Ori, 9 Fes �� : S.1\ 1\ ' . EXPIRATIONATE:05,,I30106 , November 29,2005 >,, ,-: rr O " °V -: ..:ki,° C.,,„a, 'Sia a, 5 via WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-74?3 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-- i�rr is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I1 Nom or IIerector.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 BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. iTek® 11111• 1/4 I Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 A6 MONO CAL HIP 1 1 819185877 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:37 2005 Page 1 6-0-2 I 11-4-8 1 17-0-9 1 21-5-11 21-711-10 26-5-0 1 6-0-2 5-4-6 5•6-1 4-5-2 0-1-15 4-9-6 1.5x4 MI120 II Scale=1:65.7 1.5x4 MI120 II 5.00 12 4x4 M II20 6 8 3x4 M112011 5MII20= ^ � 9 10 3x4 M1120 3x4 M1120 4 3 7 .5x4 M1120 ti r. d 1,!• • I. 1-,. J !_ n 3x8 M 1120= 14 13 12 11 3x4 M1120= 3x4 MI120= 4x4 MI120= 4x8 MI120= I 8-8-5 I 17-0-9 1 26-5-0 8-8-5 8-4-4 9-4-7 Plate Offsets(XX): [1:0-4-2,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Ildefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 VertLL -0.18 1-14 >999 240 M1120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.41 1-14 >771 180 TCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 11 n/a n/a BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) Weight:129 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, except 1-3 2 X 4 DF 1800F 1.6E 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 4 HF Std *Except* WEBS 1 Row at midpt 10-11,4-12,9-11 2-14 2 X 3 SPF Stud,4-14 2 X 3 SPF Stud,5-12 2 X 3 SPF Stud 6-7 2 X 3 SPF Stud REACTIONS (lb/size) 11=1128/0.5-8,1=1106/Mechanical Max Horz1=272(load case 6) Max Upliftl 1=-138(load case 7),1=-125(load case 7) Max Grav11=1251(load case 2),1=1581(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3263/275,2-3=-2791/216,3-4=-2594/224,4-5=-1560/140,5-6=-113/47,6-8=-7/0,5-7=-1355/218,7-9=-1355/218, 9-10=-50/55,10-11=-222/61 BOT CHORD 1-14=-367/2925,13-14=-237/2140,12-13=-237/2140,11-12=-119/762 WEBS 2-14=-604/158,4-14=-25/679,4-12=-1027/176,5-12=-65/170,9-12=-115/1084,9-11=-1350/185,6-7=-174/48 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0t;4/.7.. =a 3)Unbalanced snow loads have been considered for this design 3.„` ,F::„1:1.t r4)Provide adequate drainage to prevent water ponding. ..,, 1• - 1''� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. <tf t 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qualityassurance inspection. �T:”< , f(' , 7)Refer to girder(s)for truss to truss connections. p ' ' L 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Design assumes 4x2flat orientation))purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. J C F ;. LOAD CASE(S) Standard s l t XPI '1 ION DA°.-06;'0/0551 November 29,2005 7W:-;„ ,,rig.. ws, i gni: ',,, ^ .r a,t '- r It ,4;,„ :..L, ',:;:N,,,,N, a,..., -wr, a. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD E. -7473 BEFORE USE 7777 Greenback Lane 111 11 ......02.Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. Sure 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 MUIR 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 BCS11 Building Component MiTek. Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. i Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-At 511202 A7 MONO CAL HIP 1 1 R19185878 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:39 2005 Page 1 6-0-2 11-48 I 17-0-9 19-5-11I 21.7-10 I 26-5-0 I 6-0-2 5-4-6 5-8-1 2-5-2 2-1-15 4-9-6 5.00 12 4x4 M1120 i 6 Scale=1:55.6 3x5 M1120= 3x4 MI120 II • 5 13 7 8 3x4 M1120-.% '•• _ 3x4 M 1120 .: 1.5x4 M1120‘: t0 rrst 2 y CI 05 1 1 ..... 66\...*, 1 ',11213 rlii 4x5 MI120= 12 11 10 ti 9 3x4 MI120= 3x4 MI120= 4x4 MII20= 4x8 MI120= I 8-8-5 8-8-5 I 17-0-9 I 26-5-0 I 8-4-4 9-4-7 Plate Offsets(X,Y): (1:0-1-14,0-0-2] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) Udeft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.91 Vert(LL) -0.17 1-12 >999 240 MII20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.40 9-10 >785 180 BCLL 0.0 Rep Stress InaYES WB 0.59 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC20031TPI2002 (Matrix) Weight:125 lb LUMBER • X BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, except 1-3 2 X 4 DF 1800F 1.6E 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 4 HF Std *Except* WEBS 1 Row at midpt 8-9,4-10,7-9 2-12 2 X 3 SPF Stud,4-12 2 X 3 SPF Stud,5-10 2 X 3 SPF Stud REACTIONS (lb/size) 9=1202/0-5-8,1=1144/Mechanical Max Horz1=250(load case 6) Max Uplift9=-174(load case 5),1=-139(load case 7) Max Grav9=1202(load case 1),1=1530(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3170/309,2-3=-2723/249,3-4=-2538/258,4-5=-1559/177,5-6=-99/0,5-13=-1366/244,7-13=-1366/244,7-8=-51/55, 8-9=-208/54 BOT CHORD 1-12=-388/2844,11-120-256/2094,10-11=-256/2094,9-10=-145/733 WEBS 2-12=-574/159,4-12=-26/654,4-100-956/167,5-10=-171/153,7-10=-147/1156,7-9=-1300/201 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. � - 4)Provide adequate drainage to prevent water ponding. ]� ups . 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. w 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ,-.1'F., 7)Refer to girder(s)for truss to truss connections. P3P 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /' LOAD CASE(S) Standard t p f t a»XSr' ()ON DATE:06130/06_. November 29,2005 WARNING- . Ba :. - ,. a _ l`;» :. '� 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. CitesSake 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Heights,CA,95610 ,E 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 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. M ITe4� - V • Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 A8 MONO CAL HIP 1 1 R19185879 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:25:40 2005 Page 1 6-0-2l 11-4-8 1 17.0-9 17 5- - --21-7-10 I 26-5-0 6-0-2 5-4-61 5-8-1 0-5-2 4-1-15 4-9-6 4x4 MII20 Scale=1:55.6 3x4 MI120= 2x4 M1120 11 4 5 6 an i 5.00 rli 3x4MII20::-- 3 r:- 1.5x4 MII20�� _N n r� a 2 ,. 1 343 MI120= 10 9 8 7 3x4 M 1120= 3x4 M I120= 4x4 MI120= 3x8 MI120= 1 8-8-5 1 17-0-9 26-5-0 8-8-5 8-4-4 9-4-7 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.16 7-8 >999 240 M1120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.40 7-8 >788 180 TCDL 7.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.07 7 n/a n/a BOLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:122 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD .Structural wood sheathing directly applied or 2-11-10 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. 2-10 2 X 3 SPF Stud,3-10 2 X 3 SPF Stud,4-8 2 X 3 SPF Stud WEBS 1 Row at midpt 6-7,3-8,5-7 REACTIONS (lb/size) 1=1099/Mechanical,7=1099/0-5-8 Max Horz1=232(load case 6) Max Upliftl=-128(load case 7),7=-136(load case 6) Max Grav1=1403(load case 2),7=1099(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2845/282,2-3=-2401/232,3-4=-1215/146,4-5=-1031/162,5-6=-51/55,6-7=-200/57 BOT CHORD 1-10=-314/2545,9-10=-196/1802,8-9=-196/1802,7-8=-133/598 WEBS 2-100-567/156,3-10=-24/650,3-8=-1006/181,4-8=0/172,5-8=-87/917,5-7=-1042/172 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)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. .�, ‹,...v.—` ( ', ' !,,,,, LOAD CASE(S) Standard 1 I F � ! 3 • `' A k ' 4f fix/ LEILIIIE(ON DATE:06/30/06 j November 29,2005 — NEMMEZr 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. 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 p fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII Quality Criteria,DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison:WI 53719. • r t Job Truss Truss Type thy Ply Polygon-Canterbury Carriages AB-A1 511202 AG MONO CAL HIP 819165860 1 1 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:25:42 2005 Page 1 1 5-2-12 st 10-� 11-11-4 I 2z-s1z 26-5-0 I 5-2-12 0-7-7 6-1-1 10-6-8 3-11-4 • Scale=1:48.7 5x8 M1120= 10x20 MIf20H= 5.001-1-2- 4x6 .00 124x6 MI120= 3x4 M112011 6x18 M1120H= 3x4 MI120 11 2 3 4 5 6 7 II .—e 1 to 3x8 MII20= 14 15 13 16 1e . 8x16 MII20= q 3x8 M1120 110x12 MII20 ro N I $ c, o K 11 10 17 9 8 3x10 M1120 11 5x6 MI120= 5x5 MI120= 1 5-2-12 1 11-11-4 18-0-8 5-2-12 6-8-8 t { 22-5-12 I 26-5-0 I 4-5-4 8-1-43-11-4 Plate Offsets(X,Y): [1:0-8-0,Edge],[2:0-4-0,0-2-2],[6:0-7-4,0-2-8],[9:0-2-0,0-3-4],[12:0-3-8,Edge],[14:0-3-12,0-4-0] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.37 12-13 >681 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.73 12-13 >345 180 M1120H 139/108 BCLL 0.0 Rep Stress InaNO WB 0.93 Horz(TL) 0.28 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight 176 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc purlins, except 2-4 2 X 6 DF No.2,4-7 2 X 6 DF 2400F 1.7E end verticals. BOT CHORD 2 X 6 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. 1-12 2 X 6 OF 2400F 1.7E,5-10 2 X 4 OF No.2 WEBS 1 Row at midpt 6-8 WEBS 2 X 4 DF No.2 *Except* 2-14 2 X 3 SPF Stud,3-14 2 X 6 DF No.2,3-13 2 X 3 SPF Stud 2 Rows at 1/3 pts 3-14 3-122X6DFNo.2,6-82X4HFStd,6-122X4OF1800E1.6E REACTIONS (lb/size) 1=-794/7-9-12,8=3525/0-5-8,14=5348/7-9-12 Max Horz1=104(load case 17) Max Uplift1=-1138(load case 13),8=-722(load case 16),14=-970(load case 18) Max Grav1=362(load case 18),8=3742(load case 13),14=5481(load case 13) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1118/3900,2-3=-789/3349,3-4=-9004/2004,4-5=-8858/1854,5-6=-8466/1712,6-7=-204/190,7-8=-161/50 BOT CHORD 1-14=-3644/960,14-15=-1141/5637,13-15=-1386/5882,13-16=-1386/5882,12-16=-1386/5882,10-12=-423/1922, 5-12=-288/96,10-11=0/0,10-17=-37/138,9-17=-37/138,8-9=-549/2638 WEBS 2-14=-1715/437,3-14=-9240/1813,3-13=-99/1108,3-12=-930/3613,6-04-510/221,6-8=-4006/802,9-12=-613/2994, 6-12=-1525/6763 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 r G i e right exposed end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. ... 3)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0 r ":";'4 ]'1s' . )Unbalanced snow loads have been considered for this design. .q4,\> ; 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. f F 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 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-9-12- '443„{„' "i 1) for 128.0 plf. 10)Girder carries tie-in span(s):9-6-0 from 0-0-0 to 18-0-0;15-6-0 from 20-0-0 to 26-5-0 " •, ,' 2--„ 'r•` b°�*' 11)Uplift for first LC exceeds limits Continued on page 2 [EXPIRATION DATE 06/30105 November 29,2005 EM`MER>E G MI BEFORE777Wa ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 7777 Greenback Lane Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown - Suite 109 ' i- is for lateral supportCitrus Heights,CA,95610r of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the111 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 BCSII Building Component a Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MiTek* • Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 AG MONO CAL HIP 1 1 R19185880 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:42 2005 Page 2 NOTES 12)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The design/selection of such special connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:1-2=-64,2-7=-64,1-16=-168(F=148),12-16=-20,10-11=-20,10-17=-20,8-17=-294(F=-274) Concentrated Loads(Ib) ' Vert:10=-1480(F) tr"aragssaininsymmaimememnii • ..:QTR :REFERS AGE W7473 *� .- :.,--�- ��;< ;; '4° -e ;k WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE ME-74 73 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. Sithe 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 BCSII Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. MiTek rr ~ Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 AS1 ROOF TRUSS 1 1 R19185881 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:44 2005 Page 1 0.15-114 8-0.4 1 11-2-4 1 0-5-14 7-6-6 1.5x4 B41120 II 3-2-0 • 4x10 MI120= Scale=1:74.0 5.00 I 12 1.5x4 MI120 11 1.5x4 MI120 11 2 1.5x4 M1120 11 3x4 MI120 II 1�55M1.5x4 MII20 II 3 of 1120 ' III 1 i'''r t •o II 2x4MII20 ,� 2x4M12 1 l.r 0. 6 21 5 1.5x4 MI120 II 1.5x4 MI120 11 4 3x4 MI120= 1.5x4 MI120 II 3x6 MI120= 3x4 M1120 11 1. x41$0 ll 11-2-4 1 II 2-5-8 8-8-12 Plate Offsets(X,Y): [1:0-1-4,0-1-12],[2:0-3-8,0-2-0] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.93 Vert(LL) -0.12 4-5 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.30 4-5 >437 180 BCLL 0.0 Rep Stress Incl YES WB 0.82 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:125 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 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-5 2 X 3 SPF Stud,1-6 2 X 4 DF No.2 WEBS 1 Row at midpt 2-5,3-4,2-4,1-6 OTHERS 2 X 4 HF Std REACTIONS (lb/size) 4=455/0-5-8,6=455/0-5-8 Max Horz6=383(load case 18) Max Uplift4=-670(load case 18),6=-755(load case 15) Max Grav4=1010(load case 9),6=1289(load case 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-502/447,2-3=-283/321,3-4=-139/124,1-6=-1253/709 BOT CHORD 6-21=-927/783,5-21=-927/837,4-5=-280/321 WEBS 1-5=-600/805,2-5=-776/777,2-4=-1063/786 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. .0 P 4)Unbalanced snow loads have been considered for this design. , ; 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c,?,‘.' - , -, 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. r • 7)Gable studs spaced at 2-0-0 oc. t 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)This truss has been designed for a total drag load of 750 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0 for / $ i 750.1 plf. • LOAD CASE(S) Standards "OOR ,...\,,X05 a " fir1 .', : j ".\ " ; I EXPIRATION DATE:06/3C/06 November 29,2005 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 on 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 VII 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 regardingII 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 Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 AS2 ROOF TRUSS 1 1 R19185882 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:25:46 2005 Page 1 I-1-8-0 1 8-2-3 I 15-8-1026-5-0 2330 1-8-0 6-2-3 76-6 I I I 7-6-6 3-2-0 4x12 M1120= Scale=1:69.2 5.00 FE 6 2x4 M1120 11 �:_, 3x4 MI120 II 2x4 MI120 11 4 4 4:1,1 3x8 MI120� r ,� 5 • 3x4 M1120%- 0,-.. //pp l 3x4 M1120� 4 Orr • O n 3 g -if2. VI J-t ... 37 11 10 9„11.4 . . „ 8 3x8 M1120= 3x5 M1120= 4x5 M1120= 3x6 MII20= 5x5 MII20= 9-4-10 1 17-8-4 28-5-0 9-4-10 I I &310 8-8-12 Plate Offsets(X Y)• 2:0-4-2,0-1-8 [6:0-4-12,0-1-12 f10:0-2-8,0-3-0 (25:0-3-0,0-2-121 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.85 Vert(LL) -0.24 2-11 >999 240 MI120 185/144 TCDL 7.0 Lumberincrease 1.15 BC 0.92 Vert(TL) -0.54 2-11 >574 180 BCLL 0.0 Rep Stress InaYES WE 0.79 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:199 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-4 2 X 4 DF 1800E 1.6E end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Std *Except* WEBS 1 Row at midpt 5-9,7-8,6-8 3-11 2 X 3 SPF Stud,5-9 2 X 3 SPF Stud OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=1220/0-5-8,8=1089/0-5-8 Max Horz2=438(load case 19) Max Uplift2=-489(load case 20),8=-209(load case 21) Max Grav2=2055(load case 13),8=1390(load case 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-3741/939,3-4=-3230/747,4-5=-2767/573,5-6=-1723/470,6-7=-151/191,7-8=-125/88 BOT CHORD 2-37=-810/2739,11-37=-335/2673,10-11=-167/1561,9-10=-167/1561,8-9=-113/442 WEBS 3-11=-730/202,5-11=-141/1241,5-9=-1225/260,6-9=-196/1547,6-8=-1463/226 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.;L=45-0-0 '' 4)Unbalanced snow loads have been considered for this design. C 6( �'- 5.;" 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. ''- 8,, `'E 7)All plates are 1.5x4 MI120 unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. '�/ s,. 9)Gable studs spaced at 2-0-0 oc. ,I- f €i,'4 C, 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/WI 1. j / 4. _, 11)This truss has been designed for a total drag load of 700 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0 r'- . r11 a 4 , for 700.0 plf. LOAD CASE(S) Standard - ,NA 4, Vis. EXPIRATION A#IO DATE:' 1:) /01j November 29,2005 O _. w v WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ME 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 Vali 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 BCS11 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. iTek® f , Job Truss Truss Type YP Qty Ply Polygon-Canterbury Carriages AB-A1 511202 AS3 ROOF TRUSS 1 1 R19185883 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 26 11:25:48 2005 Page 1 8-2-3I 15-8-10 1 23-3-0 1 26-5-0 1 8-2-3 7-6-6 7-6-6 4x12 M112034-0 Scale=1:67.7 5.00 F2 5 3x4 MI120 II i1_ 3x6 M11200 _\!o 4 3x4M1120i el- 1.5x4 -1.5x4 MI120\\ 3 '1 a� I'f'I m 1. m 1 ...ggidllIllIllIllk ILEMINII d z c� 11 10 9 8 7 3x10 MI120= 4x4 MI120= 3x4 M1120= 3x6 MI120= 9-4-105x5 MI120= I I 17-8-4 I 26-5-0 9-4-10 8-3-10 8-8-12 I Plate Offsets(X,Y): [1:0-10-2,0-0-10],[5:0-4-12,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.31 1-10 >999 240 M1120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.62 1-10 >502 180 BBCLL 0.0 CDL 7.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-3 2 X 4 DF 2400F 1.7E end verticals. BOT CHORD 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. 1-9 2 X 4 DF 1800E 1.6E WEBS 1 Row at midpt 4-8,6-7,5-7 WEBS 2 X 4 HF Std *Except* 2-10 2 X 3 SPF Stud,4-8 2 X 3 SPF Stud QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 1=1094/0-5-8,7=1094/0-5-8 Max Horz 1=428(load case 18) Max Upliftl=-746(load case 19),7=-282(load case 20) Max Grav1=2192(load case 12),7=1475(load case 11) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4628/1776,2-3=-3854/1323,3-4=-3165/925,4-5=-2060/793,5-6=-250/290,6-7=-126/90 BOT CHORD 1-11=-1462/3279,10-11=-390/2776,9-10=-197/1608,8-9=-197/1608,7-8=-135/469 WEBS 2-10=-764/217,4-10=-171/1307,4-8=-1251/269,5-8=-204/1570,5-7=1552/300 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0 3)Unbalanced snow loads have been considered for this design. �,° . P°Ft h h" 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ),G( 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. 4 5 7)This truss has been designed for a total drag load of 1500 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 .. 1. x,;; E "c"— for 750.0 plf. LOAD CASE(S)Standard " , s , � ES - ( B ,( 414 i EAE1( A'HO D ° E 06,=' 0'+" November 29,2005 ... w. - iP-#.,•R �:z"t,i .« �'',...9°tivv, -,.. '- §:'&. v i ,'fi ;‘,C$A•L'w E^-;. ..•�,,A-::" .ib' '.: ie ;' VE ,,Yye WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERENCE PAGE MfI-7473 BEFORE USE. 7777 Greenback Lane .....08.Design valid for use only with M7ek 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,956101MR` S 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,D5B-B9 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719, • 1 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 AS4 MONO CAL HIP 1 1 819185884 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:50 2005 Page 1 1 6-0-2 11-48 I 17-0-9 118-10-11 I 21-7-10 I 26-5-0 6-0-2 5-4-6 5-8-1 1-10-2 2-8-15 4-9-6 4x4 MI120Scale=1:55.6 5.00 12 6 3x5 M1120= 3x4 MI120 II 5 3 7 8 3x4 M1120 �• _ 3x4 MI120 i Alhilhh... 1.5x4 M1120�� N2 i. 1 d , n w ._. 3x8 MI120= 14 12 11 10 9 3x4 M1120= 3x4 MI120= 4x4 MI120= 4x8 MI120= 1 8-8-5 1 17-0-9 1 26-5-0 8-8-5 8-4-4 9-4-7 1 Plate Offsets(X,Y): [1:0-4-2,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.19 1-12 >999 240 MI120 185/144 (Roof Snow 257.0 .0) Lumber Increase 1.15 BC 0.84 Vert(TL) -0.41 1-12 >758 180 BCLDL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:124 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except 1-3 2 X 4 DF 1800F 1.6E end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-11-15 oc bracing. WEBS 2 X 4 HF Std *Except* WEBS 1 Row at midpt 8-9,4-10,7-9 2-12 2 X 3 SPF Stud,4-12 2 X 3 SPF Stud,5-10 2 X 3 SPF Stud QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 9=1175/0-5-8,1=1134/Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz1=310(load case 18) Max Uplift9=-305(load case 16),1=-680(load case 19) Max Grav9=1320(load case 9),1=2045(load case 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4432/1655,2-3=-3672/1256,3-4=-3183/968,4-5=-2186/858,5-6=-77/0,5-13=-1615/553,7-13=-1516/419, 7-8=-314/318,8-9=-205/56 BOT CHORD 1-14=-1567/3328,12-14=-598/3003,11-12=-449/2239,10-11=-449/2239,9-10=-237/773 WEBS 2-12=-585/173,4-12=-38/665,4-10=-1001/199,5-10=-251/235,7-10=-308/1286,7-9=-1370/362 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)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. t rt 4)Provide adequate drainage to prevent water ponding. ,5-,N. s. ,... k - 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ',. g ( P� e 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Y. 7)Refer to girder(s)for truss to truss connections. r 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 1500 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 ',% x t/ i for 750.0 plf. til, `,/.i , LOAD CASE(S) Standard ,', ;til ,cY ( EXPIRATION DALE'00130700 November 29,2005 lka r. . �t:,.., ,45I4MMI iw:, �,s44,4-•%,,4,-::',z,...s-,.d% .7.-tem, w .;::e.5,:4$..••.,s,,, ;.-a. ,, .>x1 i :, .. O"I' llo WARNING-Verify designparameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane !I MiTekDesign valid for use only with 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 Wal 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,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. • t R Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 B1 CAL HIP 1 1 819185885 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:25:51 2005 Page 1 -1-8-0 9-4111-?1882 9-6-9 15-2-13 11715 18-9-6 20-11-0 l I l1-8-0 6-5-2 3-1-7 0-5-2 5-3-2 0-5-2 3-1-7 2-1-10 Scale=1:39.7 4x4 M1120:-= 5x10 MII20= 5 00 12 1.5x4 MII200 3 te 3x8 MII20- 6 a e m ..1110117711.1.' 2 N Ill 0 K 3x5 MII20= 10 9 8 7 3x8 MII20= 3x4 MI120= 3x4 MII20= 2x4 M1120 11 9-6-9 15-7-15 9-6-9 1 20-11-0 1 6-1-6 5-3-1 Plate Offsets(X,Y): [2:0-0-10,0-0-2],[5:0-5-0,0-1-5] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.52 Vert(LL) -0.16 2-10 >999 240 MI120 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0,43 2-10 >570 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:85 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except WEBS 2 X 3 SPF Stud *Except* end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-72X6DFNo.2 REACTIONS (lb/size) 2=986/0-5-8,7=854/0-5-8 Max Horz2=83(load case 7) Max Uplift2=-152(load case 7),7=-68(load case 6) Max Grav2=1340(load case 2),7=1018(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-2084/142,3-4=-1668/121,4-5=-1507/127,5-6=-1167/111,6-7=-956/92 BOT CHORD 2-10=-135/1804,9-10=-94/1017,8-9=-94/1017,7-8=-17/139 WEBS 3-10=-381/125,4-10=0/253,5-10=-36/588,5-8=-293/78,6-8=-81/1048 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)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. t [ IE 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r. ,4',�a 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. r' F LOAD CASE(S) Standard • ( .„/"/ x IPAno? DATE'0€13010 ,._ November 29,2005 &-,,,,,z•-•,,1 r,s ,= ;: mtv.t., as e,,. r .: ;ifeic'-9 i, ', A •. r e_." JJ�� WARNING-Verify design .4'w:-i$'At:. _ n't 3Rcr+. i3is rt/y 9n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ca® Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for on individual building component. Suite 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 _ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a II erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPtI Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITe4 • 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185886 511202 B2 CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:53 2005 Page 1 -1-8-0 6-5-2 { 9-6-9 l 11-11-11 i 13-2-13 I 15-7-15 I 18-9-6 20-11-0 1-8-0 6-5-2 3-1-7 2-5-2 1-3-2 2-5-2 3-1-7 2-1-10 Scale=1:39.7 4x4M1120C- 5 7 4x8 MI120// 4 13 14` 5.00 12 1.5x4 MII200 fs Al 3 t•;$ + 3x8 M1120C of 8 a 4077. v 2 N 3x5 MII20 12 11 10 9 3x8 MI120= 3x4 MI120= 3x4 MI120= 2x4 MI120 II 9-6-9 I 15-7-15 I 20-11-0 9-6-9 6-1-6 - 5-3-1 Plate Offsets(X,Y): 12:0-2-15,0-1-8] TCLL OADING(psf) 250 SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.84 Vert(LL) -0.16 2-12 >999 240 MI120 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.44 2-12 >562 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:91 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 X TOP CHORD Structural wood sheathing directly applied or 3-4-8 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. 8-9 2 X 6 DF No.2 REACTIONS (lb/size) 2=1104/0-5-8,9=1034/0-5-8 Max Horz2=117(load case 7) Max Uplift2=-187(load case 7),9=-I15(load case 6) Max Grav2=1399(load case 2),9=1092(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-2224/224,3-4=-1837/207,4-5=-116/0,4-13=-1683/255,13-14=-1683/255,6-14=-1683/255,6-7=-116/0, 6-8=-1286/183,8-9=-1028/138 BOT CHORD 2-12=-237/1931,11-12=-168/1153,10-11=-168/1153,9-10=-6/117 WEBS 3-12=-321/107,4-12=-41/235,6-12=-105/795,6-10=-325/111,8-10=-170/1133 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)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. � �„, ",S, 5)Provide adequate drainage to prevent water ponding. 1 I 5> 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .ifY 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. +. 1, ." ,r E LOAD CASE(S) Standard 17(iii.:.rit.i/0:..c-2:",\\\'4,C;,4'. November 29,2005 WARNING-Verify design �': ..' r' :< &t,,,,,,bck La -.Ib, .".; A fg 9 parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MUT-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 r 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/TPif Quality Criteria,DSB-89 and BCSIt Building Component M ITef\a ® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 B3 COMMON 1 1 R19185887 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:54 2005 Page 1 10-8-0i 5-6-2 8-11-12 0-8-0I I 4-10-2 3-5-10 5.00 FY 4x6= Scale=1:35.0 2 001 .ill 1111 3x4 C 3 ril it n 7 3x8 4 m N • � r 7 6 515 3x10= 3x4= 2x4 1 5-6-2 1 8-11-12 I 5-6-2 3-5-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert LL -0.02 6-7 >999 240 MT20 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.23 Vert(TL) -0.05 6-7 >999 180 TCDL 7.0 BOLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code IBC2003/Tp12002 (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 10-0-0 oc bracing. 2-7 2 X 6 DF No.2,4-5 2 X 6 DF No.2 REACTIONS (lb/size) 1=19/Mechanical,5=349/0-2-8,7=353/Mechanical Max Horz7=-161(load case 5) Max Uplift1=-8(load case 7),5=-33(load case 8),7=-71(load case 8) Max Grav1=29(load case 2),5=487(load case 3),7=470(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-9/9,2-3=-117/47,3-4=-427/47,2-7=-193/43,4-5=-467/42 BOT CHORD 6-7=-26/373,5-6=-12/16 WEBS 3-7=-433/95,3-6=-117/111,4-6=-16/433 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)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 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)Refer to girder(s)for truss to truss connections. < 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. ° r 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 .. LOAD CASE(S)Standard ;'''C I 8 r 1->f- z- AlF ( 3 • or'„-; � „-; ; 4- t /,-,1/f 441;:,- .,,,,,3 i'''''k /e K =1 i ?: 0 °14A1)ON DATE:`05,%30105 November 29,2005 PAGE I.74 3 k BEFORE aU± 7777 ' WARNING-Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE AMIf-7473 BEFORE USE. 11181111 Greenback Lane 1�® Design valid for use only with MiTek connectors.This design is based onlyupon 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 miti is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mall 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 MiTek* Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. A f 1 R Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 84 COMMON R19185888 2 1 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:25:55 2005 Page 1 1°- 01 5-6-2 1 10-6-12 I 0-8-0 4-10-2 5-0-10 5.00 12 5x6 M1120= Scale=1:35.6 2 1 /%► 1 2 3x4 M1120� I � illic . 111Ibibboobb. 4x6 MII20� 4 as J -- 11111 -1 v 7 6 @1 3x10 M1120= 3x4 MI120= 2x4 MI120 II I 5-6-2 I 10-6-12 I 5-6-2 5-0-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) 0.01 6 >999 240 MII20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.19 Vert(TL) -0.03 6-7 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.57 Holz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:53 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. 2-7 2 X 6 DF No.2,4-5 2 X 4 HF Std REACTIONS (Ib/size) 5=419/0-2-8,7=448/Mechanical Max Horz7=-160(load case 5) Max Uplift5=-45(load case 8),7=-81(load case 8) Max Grav5=585(load case 3),7=573(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/25,2-3=-149/48,3-4=-645/58,2-7=-217/57,4-5=-527/66 BOT CHORD 6-7=-12/513,5-6=-19/185 WEBS 3-7=-550/104,3-6=-0/166,4-6=0/339 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)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 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. ,c..e ,‘i ,e 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. x�.y 2) S','(1 \ V/ /2. /e .e:tee.\ LOAD CASE(S) Standard ‹.') Cts. / .'Y e $�/ r 4-\ �X./. '74'' S.1\\- c't.'a/)j j DATE:06130/OtTi November 29,2005 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane ....m.40Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 INApplicability 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 regardingII fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.059-89 and BCSII Building Component MiTek® Safely Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. t T Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185889 511202 BG CAL HIP 1 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:56 2005 Page 1 -1-8-0I 410-9 1 7-4-2 71-11-111 12-7-4 1 17-2-13 117-10-S 20-11-0 1 1-8-0 4-10-9 2-5-9 0-7-9 4-7-9 4-7-9 0-7-9 3-0-10 Scale=1:38.9 5x8 i 3x10= 5x5 4 56 5.001-1-2- 1.5x4 Q 1 5x8 3 7 n 'II IIIIIII.II♦IIIIIIW#141, .v c re 2 & 3x12 12 13 11 10 14 9 8 3x8= 2x4 II 5x8= 8x8= 3x4 II 1 7-4-2 I 12-7-4 1 17-10-6 I 20-11-0 I 7-4-2 5-3-2 5-3-2 3-0-10 Plate Offsets(X,Y): [2:0-3-1,0-1-8] TOL DING(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 0.61 Vert(LL) -0.17 11-12 >999 240 MT20 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.30 11-12 >808 180 BOLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:113 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, except 4-6 2 X 6 DF No.2 end verticals. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. WEBS 2 X 3 SPF Stud *Except WEBS 1 Row at midpt 5-9 5-92X4HFStd,7-82X6DFNo.2,7-92X4OFNo.2 REACTIONS (lb/size) 2=2069/0-5-8,8=2361/0-5-8 Max Horz2=73(load case 7) Max Uplift2=-343(load case 7),8=-483(load case 6) Max Grav2=2459(load case 2),8=2600(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79,2-3=-4856/781,3-4=-4694/807,4-5=-4374/778,5-6=-2454/517,6-7=-2636/530,7-8=-2508/487 BOT CHORD 2-12=-740/4377,12-13=-857/4552,11-13=-857/4552,10-11=-857/4552,10-14=-857/4552,9-14=-857/4552,8-9=-31/110 WEBS 3-12=-33/321,4-12=0/443,5-12=-439/102,5-11=0/315,5-9=-2416/401,6-9=-284/234,7-9=-556/2817 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)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. 1� 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. c?., P rt 5)Provide adequate drainage to prevent water ponding. C 4 'C, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; g; t-;_,, 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ,t7 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (Ill ;,'''''"'I4.iT 1. 9)Girder carries hip end with 8-0-0 end setback. I 10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5551b down and 241lb up at r ,,s 17-9-2,and 5551b down and 241 lb up at 7-5-6 on top chord. The design/selection of such special connection device(s)is the i,i ,} responsibility of others. ,,1 , 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r §i ; LOAD CASE(S) Standard Ti r < Continued on page 2 LI XPIRAT1ON DATE:06/30/06 November 29,2005 ego:_ ga. . ,•:_ A t. . . WARNING-Verify design7777 Greenback Lane parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and s 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 aorIMAMS 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/TPI7 Quality Criteria,DSB-89 and BCS11 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 Carriages AB-Al R19185889 511202 BG CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 S Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:56 2005 Page 2 LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-153,6-7=-64,2-8=-48(F=-28) Concentrated Loads(Ib) Vert:4=-555 6=-555 -'ori;. i :x... s^:� ,.;..:1 " �.x�a �• -M1a< - . WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only vs th Wel(connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109MA en Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 isfor 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,D5B-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 Carriages AB-A1 511202 Cl CAL HIP 1 1 R19185891 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:25:58 2005 Page 1 i 1'� 6-5-2I 9-6-9 911111 12-8-13 13-1-15 16-3-6 18-5-0 i 1-8-0 6-5-2 3-1-7 0-5-2 2-9-2 0-5-2 3-1-7 2-1-10 Scale=1:34.5 4x4 i 5x10= 4 2 1106 5.00 FY 1.5x4 O Mr 3 i:-,N 41/ 3x8 6 ECM El v • N r o kr 3x5- 9 8 3x8= 3x4= 3x4 II I 9-6-9 I 13-1-15 I 18-5-0 I 9-6-9 3-7-6 5-3-1 Plate Offsets(X,Y): [2:0-2-15,0-1-8],[5:0-5-0,0-1-5] LOA TCLLDING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.58 Vert(LL) -0.16 2-9 >999 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.42 2-9 >512 180 BCLL 0.0 Rep Stress lncr YES WB 0.47 Horz(TL) 0.03 7 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 4-0-6 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. 6-72X6DFNo.2 REACTIONS (lb/size) 2=882/0-5-8,7=748/0-5-8 Max Horz2=83(load case 7) Max Uplift2=-149(load case 7),7=-50(load case 6) Max Grav2=1187(load case 2),7=846(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-1715/135,3-4=-1253/83,4-5=-1099/88,5-6=-902/86,6-7=-777/78 BOT CHORD 2-9=-123/1469,8-9=-67/789,7-8=-19/164 WEBS 3-9=-473/131,4-9=0/222,5-9=-19/463,5-8=-248/43,6-8=-50/774 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. (-? .') P , --r 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ]ti 35'' 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ;'a .,.‘A°-,,:'''./4' ' i 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "r LOAD CASE(S) Standard 'IN' 1/ 4 ;:.. DATE:I EXPIRATiON November 29,2005 GveavangreaRamnamueameoaangmtamemrwmsmmrnnumtssrepwztwnrraarnzemwammzrrex-, WARNING-Ver' design 7777 Greenback Lane g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Suite 109 min�® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 Applicability of design 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 111 4 fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/TPIl Quality Criteria,DSB-B9 and BCSIl Building Component M iTek° Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. V 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 C2 COMMON 2 1 819185892 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:25:59 2005 Page 1 1 -1-8-0 1 6-0-0 1 11-44 16-&8 1-6-0 6-0-01 20.0-0 I 5-4-4 5-4-4 3-3-8 Scale=1:37.2 4x4 MI120= • 4 r 5.00 12 1.5x4 M1120\\ 3x4 M61120,-..--.3 5 rr �1 2x4 M 1120 11 6 2 0 ►_ 3x4 MII20 9 8 7 3x4 M1120= 3x4 MI120= 3x4 MI120= 7-9-7 1 14-11-1 20-0-0 7-9-7 I I 7-1-11 5-0-15 Plate Offsets(X,Y): [2:0-2-15,0-1-8] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.07 2-9 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.20 2-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 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 4-2-9 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. 6-72X4HFStd REACTIONS (lb/size) 2=951/0-5-8,7=818/0-5-8 Max Horz2=94(load case 7) Max Uplift2=-160(load case 7),7=-73(load case 8) Max Grav2=1191(load case 2),7=887(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-1809/157,3-4=-1461/141,4-5=-1046/116,5-6=-136/27,6-7=-141/28 BOT CHORD 2-9=-160/1561,8-9=-49/848,7-8=-65/940 WEBS 3-9=-523/142,4-9=-42/728,4-8=-67/256,5-8=-118/213,5-7=-1099/101 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)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. `, "i$� 7)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. c .^ ; a1r LOAD CASE(S)Standards% 4 f 3 f -- 1 t d ` '1 [-EXPIRATIONDATE: 6L'.SU/`o, November 29,2005 »., - - .a. %�"a�:. s �::•,'a�.e: : - •�.^, �-:;mow. .:< ;s:e :i; a -.arses` ' - :r: WARNING Verifydesign g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. If 7777 Greenback Lane wauldwftr Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on 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 1_ erector fabrication,Additional uality control,storaanent ge.deiivof the ery,erection and bracing, onssult all structure is the responsibility 'bANSI/TPII Quaof the building ty Crite designer. ,DSB-89 and BCeneral Sit Building uidance Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. MiTek* fly twommomv r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages A8-A1 R19185893 511202 C3 MONO CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:00 2005 Page 1 l 4-11-1 12-7-9 1 14-0-11 1 16-10-8 4-11-1 7-8-8 1-5-2 2-9-13 5x12 M1120= Scale=1:45.5 4 X 1.5x4 MI120 11 • 3i'r 5.00 12:: 11I IA ►5 Cell 9 8 7 6 2x4 MI120 11 3x4 MI120= 3x4 MI120= 3x4 MI120— — 1 4-11-1 1 12-7-9 1 16-10-8 1 4-11-1 7-8-8 4-2-15 Plate Offsets(X,Y): [3:0-6-0,0-1-5] 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 0.90 Vert(LL) -0.07 7-8 >999 240 MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.19 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:85 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 X TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7 2 X 4 HF Std,3-6 2 X 4 HF Std,1-9 2 X 4 HF Std WEBS 1 Row at midpt 5-6,2-7,3-6 REACTIONS (lb/size) 6=763/0-5-8,9=713/Mechanical Max Horz9=220(load case 6) Max Uplift6=-123(load case 7),9=-76(load case 7) Max Grav6=867(load case 2),9=979(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1270/111,2-3=-736/75,3-4=-61/0,3-10=-40/54,5-10=-40/54,5-6=-161/47,1-9=-934/89 BOT CHORD 8-9=-206/91,7-8=159/1115,6-7=-97/549 WEBS 2-8=-186/132,2-7=-612/135,3-7=-2/389,3-6=-1043/160,1-8=-55/1069 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ac.0 8re PR, 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. j '� f 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. 44r y- LOAD CASE(S) Standard 9. P ti w J ,,,.:,2'/ ,' ' 1. F `'': EXPIRATIONDATE: ,€3 .` ;_. November 29,2005 WARNING-Verify design p¢rameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mf7-7473 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 paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 .,ow** is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MIME 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/TPI]Quality Criteria,DSB-89 and BCSI1 Building Component M iTek. Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. Immmamion t • Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 C4 MONO CAL HIP 1 1 R19185894 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tionat 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:02 2005 Page 1 4-11-1 I 12-7-9 I 18-0-11 6-101 4-11-1 7-8-8 3-5-2 4)-9-13 4x8M1120\\ X Scale=1:46.8 2x4 MI120 II 5.00 12 3��0 5 1� 3x4 M1120 .• 2 3x6 M 1120 CI 1 �� _. 9 8 -• 7 6 2x4 MI1201I 3x4 MI120= 3x4 MI120= 3x4 MI120= I 4-11-1 I 12-7-9 16-10-8 4-11-1 I I 7-8-8 4-2-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.07 7-8 >999 240 M1120 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.39 Vert(TL) -0.19 7-8 >999 180 BCDL 7.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.02 6 n/a n/a BOLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:88 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* X TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 3-5 2 X 4 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* WEBS 1 Row at midpt 5-6,2-7,3-6 2-72X4HFStd,3-62X4HFStd,1-92X4HFStd REACTIONS (lb/size) 6=878/0-5-8,9=726/Mechanical Max Horz9=233(load case 6) Max Uplift6=-202(load case 7),9=-66(load case 7) Max Grav6=1191(load case 2),9=1017(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1313/92,2-3=-833/63,3-4=-136/0,3-10=-40/56,5-10=-40/56,5-6=-131/74,1-9=-971/80 BOT CHORD 8-9=-221/111,7-8=-170/1148,6-7=-104/650 WEBS 2-8=-190/132,2-7=-537/121,3-7=0/385,3-6=-1217/209,1-8=-29/1084 NOTES r:, 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. _ 7)Refer to girder(s)for truss to truss connections. ) y ' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,` '°'' LOAD CASE(S) Standard ' ', 1:68F40 E ' ,✓s .,_. t r „ � .. EO4 ; EXPIRATION DATE:o0°301063 November 29,2005 :tMIS,1 t.',„' ,.4" '',MI/Mt.)); ••r vi..-.6/4,rr :; «,Sia c w 5,h amettMEMMNIUMIZZONWRONENKSZONME mem* a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane �� fy Design valid for use only with Miler(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 EMIR 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 AN51/TPI1 Quality Criteria,D5B-89 and BCSII Building Component Safety information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. M ITe4® i A. Job Truss Truss Type Qty 1 Ply Polygon-Canterbury Carriages AB-Al 511202 CG1 CAL HIP 819185895 1 1 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:03 2005 Page 1 1 -1-8-0 1 5-1-15 7-6-9 711- I ' 14-8-13 1 1-5 18-5-0 I 1-8-0 5-1-15 2-4-10 0-5-2 3-4-9 1 3-4-9 0-5-2 3-3-1 Scale=1:35.4 4x6.M1120= 3x4 MI120= 4x4 MII20� 4 5 5.00 12 1.5x4 M1120 - ..sill, 11-44 443 ` 4x5 MI12011111111111 ii, il. 1. 'pat 'D �+ 7 \� v e M m 2 INIMM 31 PP' 5x6 MI120= 10 11 12 13 9 3x8 MII20= 6x10M1120H= 3x4 MI120 II I 7-6-9 1 15-1-15 I 18-5-0 7-7-6 3-3-1 Plate Offsets(X,Y): [2:0-3-0,0-2-12] 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 0.57 Vert(LL) -0.12 9-10 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.24 9-10 >885 180 MII20H 148/108 BCLL 0.0 Rep Stress InaNO WB 0.57 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:89 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except BOT CHORD 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* end verticals. 7-8 2 X 4 HF Std,7-9 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. WEBS 1 Row at midpt 5-9 REACTIONS (lb/size) 2=1813/0-5-8,8=2090/0.5-8 Max Horz2=74(load case 7) Max Uplift2=-307(load case 7),8=-422(load case 6) Max Grav2=2156(load case 2),8=2269(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79,2-3=-4088/648,3-4=-3867/662,4-5=-3596/640,5-6=-2244/474,6-7=-2428/486,7-8=-2205/421 BOT CHORD 2-10=-614/3670,10-11=-703/3403,11-12=-703/3403,12-13=-703/3403,9-13=-703/3403,8-9=-28/79 WEBS 3-10=-83/241,4-10=0/367,5-10=0/265,5-9=-1475/310,6-9=-232/217,7-9=-491/2547 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `: 7)All plates are MT20 plates unless otherwise indicated. ,< ''1 - L'S,' , 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. (z,.,'", ' ' 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''1' i. r J " 10)Girder carries hip end with 8-0-0 end setback. l 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555lb down and 2411b up at : 15-0-11,and 555lb down and 241lb up at 7-7-13 on top chord. The design/selection of such special connection device(s)is the s'1 responsibility of others. C� 3 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). tit?/x 3C ON LOAD CASE(S) Standard h f. Continued on page 2 EXPIRATIONDATE:`0€t;30/08 November 29,2005 WARNING- i`D INC .. - '°ERENCE^°•A .`3.... ..- •-fie.:.. zs,..:�' .. :e2' °',° ;c<m Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE 15711-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based onlyuponparametersrSuite 109 �� Applicability of design paramenfers and proper incorporation of component s responsibilityhof building designer-not truson individual s designer.Bracing shown tort is for lateral supportCitrus Heights,CA,95610 of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mall regarding erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regard fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,056-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. MiTek® Job Truss Truss Type -Qty Ply Polygon-Canterbury Carriages AB-A1 R19185895 511202 CG1 CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:03 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-153,6-7=-64,2-8=-48(F=-28) Concentrated Loads(Ib) Vert:4=-555 6=-555 insmegen-.. m o, L :.lt: 'f1. - t r 'SS'9 .: a :4e5 :8' . 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 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610rr is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the li 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/Till Quality Criteria,DSB-89 and BCS11 Building Component M iTe4® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 CG2 MONO CAL HIP 1 1 819185896 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:04 2005 Page 1 I 3-0-12 7-8-14 3-0-12. I -I 12-4-9 1i-9-11 16-1-10 I 20-0-0 I 48-2 4-7-10 0-5-2 3-3-15 3-10-6 5x10 MI120= Scale=1:39.8 1.5x4 MI120 II 4x4 MI120= 4 5 6 WI 9 9 5.00 Fir 4x5 MI120� 3 06 E n 04 4x8 M1120-:".--- v �� N 1 .31 6x16 M1120H 11 10 9 8 7 3x10 MI120 II 4x8 MI120= 3x5 M1120= 4x8 MII20= 2x4 MI120 II I 3-0-12 I 7-8-14 12-4-9 3-0-12 -I I 16-1-10 20-0-0 I 4-8-2 4-7-10 3-9-2 3-10-6 Plate Offsets(X,Y): [1:0-5-5,Edge),[4:0-5-0,0-1-5] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.92 Vert(LL) -0.19 10-11 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.34 10-11 >689 180 MII20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:110 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. WEBS 2 X 3 SPF Stud *Except* WEBS 1 Row at midpt 6-7,2-10,3-9 2-112X4 DF No.2,2-10 2 X 4 HF Std,4-8 2 X 4 HF Std,6-8 2 X 4 HF Std REACTIONS (lb/size) 1=2986/0-5-8,7=1149/Mechanical Max Horz1=165(load case 6) Max Uplift1=-643(Ioad case 7),7=-190(load case 6) Max Grav1=3453(load case 2),7=1159(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-7073/1336,2-30-3223/525,3-4=-1554/252,4-5=-760/160,5-6=-760/160,6-7=-1111/203 BOT CHORD 1-11=-1277/6450,10-11=-1277/6450,9-10=-489/2930,8-9=-245/1342,7-8=-35/41 WEBS 2-11=-466/2186,2-10=-3639/816,3-10=-204/1230,3-9=-1897/380,4-9=-161/1110,4-8=-1051/182,5-8=-408/99, 6-8=-205/1249 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. ;fin 'fit 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. >�Y "°° t4' `" 6)All plates are MT20 plates unless otherwise indicated. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. &1 > 8)Refer to girder(s)for truss to truss connections. 1,..,,,2:: 1.'2 . ;r, z'" 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 tie-in span(s):10-5-8 from 0-0-0 to 3-0-12 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)23061b down and 556lb u / ' 3-0-12 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. p A 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Lp-' , LOAD CASE(S) Standard .,e,{ J Continued on page 2 F,Xs'`s 4 t'T 1 ODATE;06730/0E J November 29,2005 r sgs, a w cam . , ,,, ;,"KO,Z,s.wi :": - „ a Et _ , , �,: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. 7777 Greenback LanID Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 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 a11 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,D5B-89 and BCSI1 Buildin Com onent Safely Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. g P M iTek� Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 CG2 MONO CAL HIP 1 1 R19185896 Job Reference o.tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:04 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,1-11=-188(F=-168),7-11=-20 Concentrated Loads(Ib) Vert:11=-2007(F) • 4 tl J -°f, l" " s0 s s„-;sem:- ? .c. �- MITEK F R: . .E1 ':": ..:�,� ;:''�., :u � '.,Si ,::, ^'. -: s �: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ��e Design valid for use only with Wel,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,95610M is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the AVMS 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/TPl1 Quality Criteria,DSB-89 and BCSII Building Component M ITeiQ K° Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. . + Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-At 511202 CS MONO CAL HIP 1 1 819185898 Job Reference o.tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:07 2005 Page 1 I 3-11-1 I 10-7-9 1 12-0-11 1 16-10-8 I 3-11-1 6-8-8 1-5-2 4-9-13 5x12 MI120= Scale=1:40.1 4 3x4 MI120 II 5.00 12 • /', 5 3x4 M I120 Di 1z �' 4x5 M 1120 1 ,-; 114111111111440440 .t, 4. iii IiiY _ lalail a 9 11 6 12 7 6 3x8 MI120 II 4x5 MI120= 3x4 MI120= 3x4 MI120= I 3-11-1 I 10-7-9 1 16-10-8 3-11-1 6-8-8I 2-15 { Plate Offsets(X,Y): [3:0-6-0,0-1-5],[5:Edge,0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 VertLL -0.04 7-8 >999 240 MI120 185/144 TCDL Snow 2 O Lumber Increase 1.15 BC 0.46 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Ina- YES WB 0.63 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:64 lb LUMBER X BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 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 5-3-9 oc bracing. 2-72 X 4 HF Std,3-6 2 X 4 HF Std,1-9 2 X 4 HF Std,1-8 2 X 4 DF No.2 WEBS 1 Row at midpt 2-7,3-6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (lb/size) 6=753/0-5 8,9=723/0-5-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz9=244(load case 17) Max Uplift6=-609(load case 18),9=-1279(Ioad case 19) Max Grav6=1251(load case 9),9=2157(load case 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2793/1725,2-3=-2595/1787,3-4=-61/0,3-10=-1033/1049,5-10=-785/777,5-6=-265/68,1-9=-2115/1281 BOT CHORD 9-11=-266/124,8-11=-1072/930,8-12=-1410/2291,7-12=-1410/2291,6-7=-651/1234 WEBS 2-8=-852/655,2-7=-1144/880,3-7=-292/608,3-6=-1683/871,1-8=-1639/2641 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , ]67(: 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. c ' r^]N` ' `., 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 fora total drag load of 2800 lb. Connect truss to resist drag loads along bottom chord from 2-10-8 to 5-10-;�/ '7 for 933.3 plf. 15044 PG-' LOAD CASE(S) Standard / f #x a�s (/'54(5'-'574-ON d/ gip, ¢ n ,.„. .-r, 1. '14ftC2 ,V ° ,. C-FX-F—CRATION DATE'06130/06_j November 29,2005 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 M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 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 Mallri 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 iTe4` Solely Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. r i IF Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 D1 MONO TRUSS 7 1 R19185899 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 Mitek Industries,Inc. Mon Nov 28 11:26:09 2005 Page 1 -1-8-0l 6-5-13 I 11-5-8 I 17-0-0 1-8-0 6-5-13 4-11-11 5-6-8 3x4 M1120 II Scale=1:46.8 5.00 nT 6 P 3x4 MI120 5 3x4 M I I20 1.5x4 M1120,: v 4 _ J1 i om 1 3x5 M1120= 8 7 3x4 M 1120= 3x4 M 1120= I 9-5-13 17-0-0 9-5-13 7-6-3 l Plate Offsets(X,Y): [2:0-0-10,0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL • in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.14 2-8 >999 240 MII20 185/144 (Roof Snow 257.0 .0) Lumber Increase 1.15 BC 0.54 Vert(TL) -0.38 2-8 >526 180 BCLDL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-1 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 10-0-0 oc bracing. 6-7 2 X 4 HF Std WEBS 1 Row at midpt 6-7,5-7 REACTIONS (lb/size) 2=827/0-5-8,7=691/0-5-8 Max Horz2=244(load case 4) Max Uplift2=-152(load case 5),7=-121(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-1184/144,3-4=-861/80,4-5=-748/95,5-6=-92/47,6-7=-152/52 BOT CHORD 2-8=-180/1020,7-8=-92/555 WEBS 3-8=-376/149,5-8=12/490,5-7=-719/156 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. PR 6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , P op", "` rC. Ufa LOAD CASE(S) Standard ‘,.‘,1p,,... /. 0 T5 ° ;/ „OR E4 ONjr-1 F XPIR ATI ON DATE'06/30/06 November 29,2005 i 0�» ,SOlTgi,e,n.' ::�^:cn�: :.<. :m.. , .t ;�: r•.. �`. A.• -ru.,x�r>uvvv -; .:a.. '>s • :, .a,:>�: .. �:» '-.. rsc s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback LaneIN •••••••0Design valid for use only with Milek 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/TPIt Quality Criteria,DSB-89 and BCS11 Building Component M iTele° Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 D2 MONO TRUSS 3 1 R19185900 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:10 2005 Page 1 1 -1-8-0 1 6-5-13 I 11-5-8 1 17-0-0 1-8-0 6-5-13 4-11-11 5-6-8l 3x4 MII20 I Scale=1:46.8 5.00 12 6 r' 3x4 MII20 5 3x4 MII20 1.5x4 MII20�� rc 3 i. 00 44 �� 2 i y]1EI o 1013ESA iiiii 3x5 M1120= 8 7 3x4 MI120= 3x4 MII20= • 1 9-5-13 1 17-0-0 9-5-13 I 7-6-3 Plate Offsets(X,Y): [2:0-0-10,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.14 2-8 >999 240 MII20 185/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.54 Vert(TL) 0.38 2-8 >526 180 BCDL 0.0 Rep Stress!nor YES WB 0.45 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 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 5-3-1 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 10-0-0 oc bracing. 6-7 2 X 4 HF Std WEBS 1 Row at midpt 6-7,5-7 REACTIONS (lb/size) 2=827/0-5-8,7=691/0-5-8 Max Horz2=244(load case 4) Max Uplift2=-152(load case 5),7=-121(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-1184/144,3-4=-861/80,4-5=-748/95,5-6=-92/47,6-7=-152/52 BOT CHORD 2-8=-180/1020,7-8=-92/555 WEBS 3-8=-376/149,5-8=-12/490,5-7=-719/156 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)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. a}I? ,4c LOAD CASE(S) Standard ,e;tt ,--_,,,,::.,p,[*�, ,-'„,c, ` f; ' ' i1 OY / / _' 9 4 'lc \\, r EXPIRATION 0"._ 06:3:0106 j November 29,2005 :.� .v: •; ,,:. ---tea; '.v -.>.; �,.< .a .... �,t•a , :5 sw°,� %mac° m ,, ...- 77 e WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7 77 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-- Ilig is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MIerector.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/TPIt Quality Criteria.DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. y Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185901 511202 D3 MONO CAL HIP 1 1 Job Reference o•tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:12 2005 Page 1 I 63-7 12-11-9 15-4-11 16-8-8 6-3-7 6-8-2 2-5-2 1-3-13 4x8 MI120\\ 4 X Scale=1:47.4 2x4 MI120 11 3 /10 5 5.00 I 12 Itt‘111.1111111111.1111.113 3x4 M1120 2 r � 4x6 M1120� 75 1 lift 9 8 7 6 2x4 MI120 II 3x4 MI120= 3x4 MI120= 3x4 MI120= 1 6-3-7 I 12-11-9 I 16-8-8 I 6-3-7 6-8-2 3-8-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.04 7-8 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.29 Vert(TL) -0.11 7-8 >999 180 BCLTCDL L 0.0 7.0 Rep Stress!nor YES WO 0.76 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:88 lb LUMBER „ BRACING TOP CHORD 2 X 4 DF No.2 . TOP CHORD Structural wood sheathing directly applied or 5-1-10 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. 2-7 2 X 4 HF Std,3-6 2 X 4 HF Std,1-9 2 X 4 DF No.2 WEBS 1 Row at midpt 5-6,3-6 REACTIONS (lb/size) 6=816/Mechanical,9=710/Mechanical Max Horz9=233(load case 6) Max Uplift6=-170(Ioad case 7),9=-68(load case 7) Max Grav6=1058(Ioad case 2),9=991(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1250/93,2-3=-683/64,3-4=-99/0,3-10=-41/56,5-10=-41/56,5-6=-103/61,1-9=-923/94 BOT CHORD 8-9=-225/234,7-8=-148/1053,6-7=-93/519 WEBS 2-8=-81/175,2-7=-616/127,3-7=-27/434,3-6=-1104/181,1-8=0/843 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S.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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. i) 7)Refer to girder(s)for truss to truss connections. ° w ` 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , +;3 ( 5 - y1� a LOAD CASE(S) Standard 4 ' l t% . / s E "0 U' ,.' , - W-^ P`'TAT€ iiJ DATE:06,130I06 g November 29,2005 aw. a- '=vu s s --„ .,'''' '^'','f+- ,,, _W . u?-'"9,, -.. 'VVV,,'Y"k 't ' 3 ,^.” s'• '' ,. & ' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC 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. Sure 109 of Citrus Heights,CA,956101M +� is for lateral pron idiamentwsand beincorporation Additional of component is bracing osinsur of stability on-not is designer.Bracing shown is 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/TPl1 Quality Criteria,D5B-89 and BCSl1 Building Component M iTek b Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 D4 MONO CAL HIP 1 1 819165902 Job Reference o.tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2611:26:15 2005 Page 1 I 6-3-7 I 12-11-9 1 -4- 1 16-8-8 1 6-3-7 6-8-2 0-5-2 3-3-13 5x10 M1120= Scale=1:46.0 2x4 M1120 I I . 3 4 5.0012 x4 1111 2 co • : 1JI x6 M1120-::- 1tl .-c! '1�� 8 7 6 5 3x4 MI120 II 3x4 M1120= 3x4 MI120= 3x5 MI120= I 6-3-7 12-11-9 1 16-8-8 1 6-3-7 6-8-2 3-8-15 Plate Offsets(X,Y)::3:0-5-0,0-1-5] LOADING(psf) TCLL 25.0 SPACING 2-5-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.05 6-7 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.13 6-7 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.56 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:85 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-6 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. 2-6 2 X 4 HF Std,3-5 2 X 4 HF Std,1-8 2 X 4 DF No.2 WEBS 1 Row at midpt 4-5,2-6,3-5 REACTIONS (lb/size) 5=832/Mechanical,8=832/Mechanical Max Horz8=260(load case 6) Max Uplift5=-114(load case 6),8=-95(Ioad case 7) Max Grav5=845(load case 2),8=1124(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1398/134,2-3=-662/98,3-4=-51/66,4-5=-184/62,1-8=-1042/126 BOT CHORD 7-8=-250/267,6-7=-168/1173,5-6=-101/464 WEBS 2-7=-78/213,2-6=-817/160,3-6=-38/568,3-5=-998/130,1-7=-20/933 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4}Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P r p-F 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. c L..c t aI �'. 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 ANSUfPI 1. LOAD CASE(S) Standard ✓ ) � 1` f ,/ r •r s FE.XP ATI0 N DATE:C:°30 m November 29,2005 ova. . ;.`9.t r ,: 5 ",, °s. :'N,J,'.urz: '., 1:p';, ,y ,, 1,4,,: aa.a 444, WARNING- -s o, za `;.:"' 'r.:. .i 5,8Verify Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 1099 �� 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,qualify control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component M'Tek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. • Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 D5 MONO CAL HIP 1 1 R19185903 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:16 2005 Page 1 2-9-13I 5-2-15 l 6-7-10 I 10-6-12 2-9-13 2-5-2 1-4-11 3-11-2 5.00 124x4 M1120----, 3 Scale=1:36.7 X 3x4 MI120= 1.5x4 MI120I I 2 9 4 5 3x4 M1120,== 1 �, :I ol .. 1: 13- o II mom PM 8 7 s 1.5x4 MII20 11 3x8 MII20= 3x4 MI120= ( 2-9-13 1 10-6-12 2-9-13 7-8-15 LOADING(psf) SPACING 2-5-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.80 Vert(LL) -0.10 6-7 >999 240 M1120 185/144 (Roof Snow 257.0 .0) Lumber Increase 1.15 BC 0.56 Vert(TL) -0.25 6-7 >488 180 BCLDL 0.0 Rep Stress InaNO WB 0.56 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:58 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 X 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. 1-82X4HFStd REACTIONS (lb/size) 6=588/Mechanical,8=632/0-5-8 Max Horz8=202(load case 6) Max Uplift6=-138(load case 6),8=-98(load case 5) Max Grav6=617(load case 3),8=763(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-406/72,2-3=-119/0,2-9=-384/152,4-9=-384/152,4-5=-43/47,5-6=-200/50,1-8=-773/84 BOT CHORD 7-8=-165/56,6-7=-143/307 WEBS 1-7=-103/687,2-7=-551/152,4-7=-131/185,4-6=-480/182 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � � .) P I A- 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. I,r ( `�0 LOAD CASE(S) Standard �.' §t 1 a il F; it) ` ", f a ...„,,,,,,,,/ LE X i 1T(ON DATE 0E3130/06 November 29,2005 ` ;< ? I'e '- tit..a , ;1;: .?. t l ... a, ...uv' -PUS;M' .. g .` <S'.. r: ,».,,,„.„,.,,1-..,,..,+5;=, ,• .. it -'.rriy WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 BEFORE USE. 7777 Greenback Lane i lD 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 IN 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 yak*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,DS8-89 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 Carriages AB-Al R19185904 511202 D6 MONO CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:18 2005 Page 1 I 2-9-13 3-2-115 6-7-10 I 10-6-12 I 2-9-13 0-5-2 3-411 3-11-2 5.005-2- 4x4 MI120--= Scale=1:35.2 3x4 MI120= 1.5x4 MI120 II 2 3 4 3x4 M1120 O- 1. .. IIIMIIIIIMIIIIMlr; 1 c c IlirrAllill ii ►1 ►5 6 5 1.5x4 MI120 II 3x8 MI120= 3x4 M 1120= 2-9-13 I 10-6-12 I 2-9-13 7-8-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 VertLL -0.08 5-6 >999 240 MI120 185/144 TCDLSnow 2�0o Lumber Increase 1.15 BC 0.42 Vert(TL) -0.21 5-6 >592 180 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:55 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 Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-7 2 X 4 HF Std REACTIONS (lb/size) 5=431/Mechanical,7=431/0-5-8 Max Horz7=149(load case 6) Max UpliftS=-98(load case 6),7=-64(load case 5) Max Grav5=571(load case 3),7=431(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-232/43,2-3=-219/51,3-4=-36/39,4-5=-158/44,1-7=-439/52 BOT CHORD 6-7=-119/83,5-6=-105/277 WEBS 1-6=-47/402,2-6=-139/65,3-6=-96/79,3-5=-432/129 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ) $ 7)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. 1,,?e ' ,€..,„0.7 `' \' LOAD CASE(S) Standard - P i f n a iii ': i a I\ +1;!R ti lO&t DATC,06130;070November 29,2005 ;u ten';, - 6 T •: N. . ,.>*:: ,-,,,-4,..t,,,_.,-, ,.. uM uu•a e ',�s.:r,. AA WARNING-Verifydesign INEENIMATAx 7777 Greenback Lane '<'.� 9 parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. �• 1. 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/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component M iTekErai � Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185905 511202 D7 MONO TRUSS 7 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:20 2005 Page 1 I 6-0-5 I 11-0-0 I 16-6-8 I 6-0-5 4-11-11 5-6-8 2x4 MI120 II Scale=1:46.4 4 5.00 FE 3x4 MI120 i 1.5x4 MII20Q rr r. 2 Aihipii i 1 addill . i _UU 4x4 MI120= 5 6 5 3x8 MI120 II 3x4 MI120= 3x4 MI120= I 9-0-5 I 16-6-8 9-0-5 7-6-3 Plate Offsets(X,Y): [1:0-0-0,0-1-8],[1:0-2-9,Edge] LO TCLL ADING(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 0.49 Vert(LL) -0.12 1-6 >999 240 MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.33 1-6 >587 180 BCLL 0.0 Rep Stress[nor YES WB 0.44 Horz(TL) 0.02 5 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 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 10-0-0 oc bracing. 4-5 2 X 4 HF Std WEBS 1 Row at midpt 4-5,3-5 WEDGE Left 2 X 4 HF Std REACTIONS (lb/size) 1=684/Mechanical,5=684/0-5-8 Max Horz1=233(load case 4) Max Upliftl=-79(Ioad case 5),5=-124(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1141/154,2-3=-848/104,3-4=-91/47,4-5=-152/53 BOT CHORD 1-6=-191/991,5-6=-94/548 WEBS 2-6=-355/153,3-6=-23/471,3-5=-709/163 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category 11;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)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. "c 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. , o & 5)Refer to girder(s)for truss to truss connections. r,',. 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 " I �J fly pg'y gq��}} ,''"s = , , p 43 ,^° EXPIRATION DATE:06.139/06 November 29,2005 n'a}L-v;, .:.. 'ri'''j,O :ya; g,REM as.' =:. w:. ,' i 7,3,,g-i '.04 Taf« '';s m: uiaw, ..'',„ *a =. .6Z;. .,,..-. :' :4as ,5i58 WARNING-Ver design 7777 Greenback Lane Verify g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. ��® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Curie 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 e=mkt is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 111111111/1111 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 BCSII 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 Carriages AB-A1 R19185906 511202 D8 MONO TRUSS 2 1 Job Reference(optional) _ BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:21 2005 Page 1 -1-8-0I 6-5-13 I 11-5-8 I 17-0-0 I 1-8-0 6-5-13 4-11-11 5-6-8 3x4 M1120 I Scale=1:46.8 5.00 12 6 3x4 M 1120 5 3x4 M1120� 1.5x4 MII20•: r I0 N 3 A; 2 7, 1 i I CI 3x5 M1120= 8 7 3x4 MII20= 3x4 M1120= I 9-5-13 I 17-0-0 I 9-5-13 7-63 Plate Offsets(X,Y): (2:0-0-10,0-0-2) TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.14 2-8 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.38 2-8 >526 180 BCLL 0.0 Rep Stress!nor YES WB 0.45 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-1 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 10-0-0 oc bracing. 6-7 2 X 4 HF Std WEBS 1 Row at midpt 6-7,5-7 REACTIONS (lb/size) 2=827/0-5-8,7=691/0-5-8 Max Horz2=244(load case 4) Max Uplift2=-152(load case 5),7=-121(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-1184/144,3-4=-861/80,4-5=-748/95,5-6=-92/47,6-7=-152/52 BOT CHORD 2-8=-180/1020,7-8=-92/555 WEBS 3-8=-376/149,5-8=-12/490,5-7=-719/156 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)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. )A LOAD CASE(S) Standard ,">' m' c)( (' 2/{% ° ,../f , tR" - I4 � . IEXPIRATION DATE:06/30/06 November 29,2005 7777 reenback Lane ._-0 a WARNING-Verify design meters and D NOTES ON TRES AND D MITER E PAGE A109 Desipplicability ability valid fof use eign only pwith Mi Tek wand properconnectorsThis de design is bas d only component parameters ho n,a nd is for Can individual uabuilding component.-7473 BEFORE Citrus SuitCHeights,CA,956101M1111, is for lateral support 9 designertruss designer.Bracing shown � 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 iTek� Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 DS1 MONO TRUSS 1 1 R19185907 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:22 2005 Page 1 -1-8-0l 6-5-13 I 11-5-8 1 17-0-0 1-8-0 6-5-13 4-11-11 5-6-8 1.5x4 MI120 II 2x4 M1120 II Scale=1:56.8 5.00 12 1.5x4 MI120 II 1.5x4 MI120 I 6 1.5x4 MI120 I I 3x4 Mtt206 5x5 M1120-s-- 5 1.5x4 MI120 II < 1.5x4 M1120�� •S� J 4 114 1.5x4 MI120 II 3 ti.lir )7 1.Sx � 112011 i ii " Ili _� 15x• 112011 2 '� 11ii, 4 M1121 1.5x 1120 11 _a 1.5x4 MI120 II 3x6 MI120--= 26 1.5x4 MI120 11 8 1.5x4 M1120 II 7 1.5x4 MI120 II3x4 MII20—_ 1.5x4 MI120 II 3x5 M1120- 1.5x4 MI120 II 1.5x4 MI120 11 1.5x4 M1120 11 1.5x4 MI120 I I 9-5-13 1.5x4 MI120 II 17-0-0 9-5-13 7-6-3 Plate Offsets(X Y)• (4:0-2-8,0-3-0 13:0-1-9,0-0-8 [20:0-1-4,0-0-12 f23:0-1-4,0-0-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert LL -0.14 2-8 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.55 Vert(TL) -0.37 2-8 >537 180 TCDL 7.0 Rep Stress lncr YES WB 0.46 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:101 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 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 5-0-10 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 6-7,5-7 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 2=828/0-5-8,7=693/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz2=396(load case 13) Max Uplift2=-826(load case 14),7=-129(load case 15) Max Grav2=1502(load case 9),7=701(load case 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-2864/1800,3-4=-1923/1136,4-5=-1342/890,5-6=-641/584,6-7=-148/53 BOT CHORD 2-26=-1563/2405,8-26=-216/1058,7-8=-102/571 WEBS 3-8=-397/173,5-8=-31/496,5-7=-748/171 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)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. 7)Gable studs spaced at 2-0-0 oc. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 l �" 9)This truss has been designed for a total drag load of 1600 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 " " for 800.0 plf. Q LOAD CASE(S) Standard t ' .a i l rN e.Ct, II EXPIRATION DATE:06:30106 November 29,2005 SEMMINs . � SI'4;'!3�r. r„ .a ;;:• . _x. _.a- mr ,-us, - a .v c.''.'=,' s..,,` .•'eh ;g„i'ar: • . OM v, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ......0 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109II11. 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 MUIR 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/T8I1 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 Carriages AB-A1 511202 DS2 MONO TRUSS 1 1 819185908 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:24 2005 Page 1 6-0-5 I 11-0-0 I 16-6-8 6-0-5 4-11-11 5-6-8 2x4 MI120 11 Scale=1:46.5 4 5.00 rIZ 3x4 M1120 r 3 r� ilL r 111111( ii1f II2020 II leill 4x4 M1120= 25 6 5 3x8 M1120 II 3x4 MI120= 3x5 MII20= I 9-0-5 I 16-6-8 I 9-0-5 7-6-3 Plate Offsets X,Y: 1:0-0-2,0-1-4, 1:0-2-9,Edre, 11:0-1-9,0-0-6, 19:0-1-4,0-0-12, 22:0-1-4,0-0-12 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 0.83 VertLL -0.11 1-6 >999 240 Vert(LL) MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.31 1-6 >636 180 BCLL 0,0 Rep Stress Inc- YES WB 0.46 Horz(TL) 0.02 5 n/a n/a BCDL 10,0 Code IBC2003fTP12002 (Matrix) Weight 98 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-11 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 5-0-12 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 4-5,3-5 WEDGE Left:2 X 4 HF Std QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 1=681/0-5-8,5=681/0-5-8 Max Horz1=385(Ioad case 12) Max Upliftl=-783(load case 13),5=-144(load case 14) Max Grav1=1385(load case 8),5=701(Ioad case 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2707/1774,2-3=-1903/1149,3-4=-656/599,4-5=-147/53 BOT CHORD 1-25=-1522/1601,6-25=-272/1055,5-6=-120/571 WEBS 2-6=-393/207,3-6=-64/489,3-5=-749/196 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" d p �` 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. " 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c'' ' ,- a'`-.,p'•., 5)All plates are 1.5x4 MI120 unless otherwise indicated. ,f, 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . ..i1)I 7)Gable studs spaced at 2-0-0 oc. I 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 1600 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0" { `3 for 800.1 plf. t y rs; LOAD CASE(S) Standard ty " € A f 0 N DATE'0630/0E1 November 29,2005 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. 7777 Greenback Lane wen® Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. Suite 109 iii ...1 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 regarding111 fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component Solely Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. MiTek'' t Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 E MONO TRUSS 3 1 819185909 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:25 2005 Page 1 I-1-8-0 l 7-1-11 I 15-6-8 I 19-6-8 I 23-6-8 1-8-0 7-1-11 8-4-13 4-0-0 4-0.0 7 1� Scale=1:62.2 6 ,, 3x4 II 2 5 3x4 5.00 12 3x4 i 4 o 3 b ... 10 9 8 2x4 I I 3x4= 3x6= I 7-1-11 I 15-6-8 7-1-11 8-4-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.09 8-9 >999 240 MT20 185/144 (Roof Snow=25.0) TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.24 8-9 >770 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:87 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,2-9 2 X 3 SPF Stud,2-10 2 X 4 DF No.2 WEBS 1 Row at midpt 5-8,3-8 REACTIONS (lb/size) 10=744/0-5-8,8=806/Mechanical,7=109/0-5-8,6=242/0-5-8 Max Horz10=328(load case 4) Max UpIift10=-76(load case 5),8=-191(load case 5),7=-45(load case 5),6=-120(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79,2-3=-755/0,3-4=-180/0,4-5=-166/75,5-6=-89/37,6-7=-57/32,5-8=-413/145,2-10=-676/109 BOT CHORD 9-10=-307/151,8-9=-124/622 WEBS 3-9=0/273,3-8=-677/192,2-9=0/479 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)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)7,6. . O Priat 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. COQ �' i it& 4 LOAD CASE(S) Standard c' „ A e4 ,7/1 , 0 es, EI j � ) . ORSN ,,, XPIP ' ON DAT '06/oatOv November 29,2005 tommegin . .. ,,: ,' 4 :; M x'Ax•nix,,,,,,,,,,','1.1lilMMUMWEVAM1.62.15MIWAIMMANIAP r, WARNING Verifydesign 7777 Greenback Lane gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIf-7473 BEFORE USE. r•om® 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 1II 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-B9 and BCSII 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 Carriages AB-A1 511202 E2 MONO TRUSS 1 1 819185910 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:27 2005 Page 1 1-1-8-0 1 7-1-11 I 15-6-8 1 19-6-8 1 23-6-8 1-8-0 7-1-11 1 8-413 4-0-0 4-0-0 7 _� Id 6•* Scale=1:62.2 3x4 1I R 5 • 3x4 5.00 FT 3x4 i q :Ill o:i d:: 3 �� ;+H' 3x5 \1\ rr 1 2 '.� • t-8 NSM- '�:�1111111111111 - , _ 10 9 8 2x4 II 3x4= 3x6= I 7-1-11 15-6-8 7-1-11 8-4-13 Plate Offsets(X,Y): [11:0-2-0,0-0-12],[20:0-1-12,0-0-12],[23:0-1-12,0-0-12],[26:0-1-12,0-0-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 VertLL -0.09 8-9 >999 240 MT20 185/144 TCDLSnow 2 7. 0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.24 8-9 >770 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:120 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,2-9 2 X 3 SPF Stud,2-10 2 X 4 DF No.2 WEBS 1 Row at midpt 5-8,3-8 OTHERS 2 X 4 HF Std REACTIONS (lb/size) 10=744/0-5-8,8=806/Mechanical,7=109/0-5-8,6=242/0-5-8 Max Horz10=328(load case 4) Max Upliftl0=-76(load case 5),8=-191(load case 5),7=-45(load case 5),6=-120(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79,2-3=-755/0,3-4=-180/0,4-5=-166/75,5-6=-89/37,6-7=-57/32,5-8=-413/145,2-10=-676/109 BOT CHORD 9-10=-307/151,8-9=-124/622 WEBS 3-9=0/273,3-8=-677/192,2-9=0/479 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.;L=45-0-0 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. D l 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,-.\<,„, ( x z 6)All plates are 1.5x4 MT20 unless otherwise indicated. ;s;3 - €�] 7'3 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. - 8)Gable studs spaced at 2-0-0 oc. ' I 644110 i3 9)Refer to girder(s)for truss to truss connections. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7,6. , 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. a` a LOAD CASE(S) Standard r,,�, 0, /4P(- AT1 ON DATE:06/30/06 November 29,2005 MR"€,= iQ. :: -.-*.k:.-4:MAIMPMEMMERNIMMGC.rAMMIMMe .. . ::. ' .0I 7 - > .:T...t, VIERWMK€. ..h� .., war., , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane 111111 Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Sure 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 1.1.1.1is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11S ® erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/1911 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive-Madison,WI 53719. Job Truss Truss Type Oty Ply Polygon-Canterbury Carriages AB-A1 511202 EG MONO TRUSS 1 1 819185911 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 26 11:26:28 2005 Page 1 I 2-11-4 I 10-6-12 I 15-6-8 I 19-6-8 1 23-6-8 2-11-4 7-7-8 411-12 4-0-0 40-0 11 Ia Scale=1:66.2 ril 10 • 2x4 MI120 11 4x8 MII20% 9 5.00 12 3x4 MII200 8 3x4 MI120 II 7 1.5x4 M1120 II4x12 MO1120= o 5x10 MII20 5 y 1 2 3 i :_ 44. ilii-`` r18C0,1VAI 'b 16 15 14 13 12 5x8 MI120=2x4 M1120 II 4x5 MI120= 5x5 MI120= 4x6 M1120= l 2-11-4 10-6-12 I 15-6-8 2-11-4 7-7-8 4-11-12 Plate Offsets(X,Y): [16:Edge,0-3-4] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.68 Vert(LL) -0.14 13-14 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.22 13-14 >843 180 BCLL 0.0 Rep Stress Inc- NO WB 0.96 Horz(TL) -0.09 11 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:112 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 6 DF No.2 end verticals. Except: WEBS 2 X 3 SPF Stud *Except* 1 Row at midpt 3-4 9-12 2 X 4 HF Std,4-13 2 X 4 HF Std,6-14 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. 3-16 2 X 4 HF Std WEBS 1 Row at midpt 9-12,4-13,8-12,4-8,3-16 JOINTS 1 Brace at Jt(s):4 REACTIONS (lb/size) 12=1138/0-2-8,16=2414/0-5-8,11=103/0-5-8,10=278/0-5-8 Max Horz 16=283(Ioad case 6) Max Upliftl2=-281(load case 7),16=-468(Ioad case 7),11=-42(Ioad case 7),10=-136(load case 7) Max Grav12=1701(load case 2),16=3506(load case 2),11=164(load case 2),10=446(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 5-6=0/94,6-7=-298/77,7-8=-131/97,8-9=-150/90,9-10=-95/77,10-11=-94/47,9-12=-462/94,1-2=0/0,2-3=0/0, 3-17=-3978/440,4-17=-3978/440,4-14=-208/170,4-6=-559/160 BOT CHORD 15-16=-691/3919,14-15=-691/3919,13-14=-587/3849,12-13=-127/1005 WEBS 3-15=-83/114,8-13=-183/1419,4-13=-3120/505,8-12=-1552/294,4-8=-1023/27,2-16=-385/60,3-16=-4938/665, 3-14=-129/423 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. PRA 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. ;-` '"v i., (7.`) '�?4",,,,, 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. 7i j 461 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)11,10. � y, 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 'JP 11)Girder carries tie-in span(s):10-0-0 from 0-0-0 to 3-0-0 n- 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. , .•''''.,, .. 3 - 13)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The design/selection of G, S, t'.., such special connection device(s)is the responsibility of others. 14)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 DAT '06130106 November 29,2005 WARNING-Very 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 onlyupon 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 11,11111 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 Inlormalion available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 1 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185911 511202 EG MONO TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:28 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:12-16=-20,5-6=-64,6-9=-64,9-11=-64,1-3=-228(F=-164),3-4=-64 Concentrated Loads(Ib) Vert:3=-1521(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITERREFERENCE PAGE MA-7473 BEFORE USE. 7777 Greenback Lane i ® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 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.qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M IT8k m Safety Information available from Truss Plate Institute.583 D'Onotrio Drive.Madison.WI 53719. Job Truss Truss Type OP/ Pty Polygon-Canterbury Carriages AB-Al 511202 EGE MONO TRUSS 1 1 R19185912 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:29 2005 Page 1 410.8 1.5x4 M1120 II 1-80 1 4-10-8 1.5x4 MII2011 5 Scale=1:18.9 4 5.00 FIT 1.5x4 MI120 II 3 2x4 MI120 11 r _ ri rJ: 2 1 ❖.•...... .•i:❖:❖:❖:i❖:❖:❖:❖:•:0::•:::•::r:❖:❖:•J:•::❖: 1.5y4 MII20 I I 1.5x4 MI12(L b-8 1.5x4 M1120 11 4-10-8 1.5x4 M1120 I I LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 1 nlr 120 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.07 1 n/r 90 BCLL 0.0 Rep Stress Ina' NO WB 0.04 Horz(TL) 0.00 6 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 4-10-8 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-6 2 X 3 SPF Std OTHERS 2 X 4 HF Std REACTIONS (lb/size) 9=243/4-10-8,6=-8/4-10-8,8=104/4-10-8,7=165/4-10-8 Max Horz9=115(load case 4) Max Uplift9=-52(load case 3),6=-40(load case 4),8=-90(load case 4),7=-13(load case 3) Max Grav9=349(load case 7),6=10(load case 3),8=104(load case 1),7=165(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79,2-3=-65/10,3-4=-34/29,4-5=-20/21,5-6=-0/18,2-9=-306175 BOT CHORD 8-9=-25/26,7-8=-25/26,6-7=-25/26 WEBS 3-8=-78/80,4-7=-120/21 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. 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. t � / 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. t 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). r 9)Gable studs spaced at 2-0-0 oc. 6:*.1 F \T- 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/-PI 1. S Y LOAD CASE(S) Standard `� 'r ,OR EPSON '-- EXPIRATION DATE:06/30/061 1 November 29,2005 ..;, IS ':.. m- fir..,arr - - a rn �, . WARNING-Verifydesign • 9 Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-9473 BEFORE USE. 7777 Greenback Lane r•�ta Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109lisai 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 Ile erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,058-89 and BCSI1 Building Component a Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. K Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-At R19185913 511202 F1 MONO TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:30 2005 Page 1 1 6-7-10 I 143-12 1 18-3-12 1 22-3-12 1 6-7-10 7-8-2 4-0-0 4-0-0 6 nit [� Scale=1:55.7 5 2x4 MI120 11 S 4 ri 3x4 M 1120 5.00 12 3x4 MI120 a' i o, 305 2 p 0.0x12 Iii �i , 3x4 M1120 1 `• r t 8 h 9 8 7 1.5x4 MI120 11 3x4 M1120= 3x4 MI120= 1 6-7-10 1 14-3-12 6-7-10 7-8-2 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in floc) 1/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.70 Vert(LL) -0.07 7-8 >999 240 M1120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.19 7-8 >896 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:75 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-11 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. 2-7 2 X 4 HF Std,1-9 2 X 4 HF Std WEBS 1 Row at midpt 4-7,2-7 REACTIONS (lb/size) 7=756/Mechanical,9=569/Mechanical,6=107/0-2-8,5=254/0-2-8 Max Horz9=269(load case 4) Max Uplift7=-176(Ioad case 5),9=-13(load case 5),6=-44(load case 5),5=-123(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-797/0,2-3=-166/0,3-4=-152/75,4-5=-91/40,5-6=-57/31,4-7=-381/137 BOT CHORD 8-9=-269/0,7-8=-119/695 WEBS 2-8=0/286,2-7=-750/187,1-9=-520/37,1-8=0/699 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6,5. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6,5. a P I i , 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t , LOAD CASE(S)Standard , F> I'C' K'`fi t~ LEXP4 t 1 ';t..15% )I0( November 29,2005 a_, , is"mmagagsvatemassf5,>er •,,,,,=k,,,',:.,..,,,,,. apz, Lmay,,,, . ' . _. fir. :< .,. h WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 1111 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 isiail I 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 BCS11 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 Carriages AB-Al 511202 F2 ROOF TRUSS 2 1 R19185914 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:31 2005 Page 1 1-8-0 0 1 7-9-0 1 15-8-0 1 19-8-0 1 23-8-0 1 1-8- 7-9-0 7-11-0 4-0-0 4-0-0 7 10 Scale=1:56.3 fir, o �5 6 2x4 MI120 II :. 5 • 3x4 MI120 3x4 MII20 i ,rs 5.00 Fri 4 3 d i �t nt8 2 G d 1 =. 10 9 8 3x4 M1120 2x4 MI120 1I 4x4 MII20= 1 7-9-0 1 15-8-0 1 7-9-0 7-11-0 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 0.64 Vert(LL) -0.08 2-9 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.17 2-9 >999 180 BCLL 0.0 Rep Stress!nor NO WB 0.39 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:90 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-9 2 X 3 SPF Stud,3-8 2 X 4 HF Std WEBS 1 Row at midpt 5-8,3-8 REACTIONS (lb/size) 8=832/Mechanical,2=1315/0-5-8,7=107/0-5-8,6=256/0-5-8 Max Horz2=291(load case 4) Max Uplift8=-182(Ioad case 5),2=-254(load case 5),7=-45(Ioad case 5),6=-120(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/79,2-3=-1155/19,3-4=-161/0,4-5=-148/69,5-6=-90/41,6-7=-57/31,5-8=-378/140 BOT CHORD 2-10=-156/987,9-10=-156/987,8-9=-156/987 WEBS 3-9=0/358,3-8=-1049/221 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp.;L=45-0-0 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)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)7,6. <- 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''''`,-SA 9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)6001b down and 166lb up at " % /'- "'''o 1-2-8 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. •: ? 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ` „. 'ct .1-690LOAD CASE(S) Standard DPD 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 r Uniform Loads(plf) ,, ,, f 5... Vert:1-5=-64,5-7=-64,2-8=-20 °�^� Concentrated Loads(Ib) a: R E'' N ,`" Vert:10=-600(F) �? J, EXPIPATION DATE'06130106 November 29,2005 avrawmaxwerasmrsummaataamy m —,„,,,,,,,,4;i,,,,,,,. a,,, ,; - .tom:. . -. „ ,,,,,..,:f..,,,,,,,,,,,,.,,,,›2.,,.y . '-. ,im” 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 �� Citrus Heights,CA,95810 Applicability of design 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 responsibiility of the 'all 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,051-89 and BCSI1 Building Component k Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. M ITe4� Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 FG MONO TRUSS 1 1 R19185915 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:32 2005 Page 1 1 5-11-4 1 11-8-12 I 15-8-0 I 19-8-0 23-8-0 I 5-11-4 5-9-8 3-11-4 4-0-0 4-0-0 11 I<d Scale=1:59.2 5.00 FIT '=' 6 10 2x4 MI120 11 8 9 4x8 M11201:- • 3x4 MI120 11 5x12 MI120= 8 m 3x5 MII20=7 6 / 2x4 MI120 II 5x10 MII20H= X 1 2 3 q 0-.. . ...:1177'.. - � 0 ,, , 16 15 14 13 12 3x10 M1120= 5x6 M1120= 4x8 MI120= 4x4 MI120= 5x5 MI120= 1 5-11-4 1 11-8-12 1 15-8-0 1 5-11-4 5-9-8 3-11-4 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.88 Vert(LL) -0.18 14 >996 240 MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.29 14 >626 180 MI120H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) -0.14 11 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:118 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* X TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, except 1-5 2 X 6 DF No.2 end verticals. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. WEBS 2 X 3 SPF Stud *Except* WEBS 1 Row at midpt 9-12,5-13,8-12,3-16 8-13 2 X 4 DF No.2,5-13 2 X 4 HF Std,8-12 2 X 4 HF Std JOINTS 1 Brace at Jt(s):5 7-14 2 X 4 DF 1800F 1.6E,3-16 2 X 4 DF No.2,3-15 2 X4 DF No.2 REACTIONS (lb/size) 11=103/0-5-8,12=1636/Mechanical,16=2724/0-5-8,10=275/0-5-8 Max Horz16=240(load case 6) Max Uplift11=-43(load case 7),12=-367(Ioad case 7),16=-464(load case 5),10=-134(load case 7) Max Grav11=164(load case 2),12=2361(load case 2),16=3615(Ioad case 2),10=444(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 6-7=0/50,7-8=-646/114,8-9=-137/82,9-10=-94/77,10-11=-94/47,9-12=-427/87,1-2=0/0,2-3=0/0,3-4=-6922/905, 4-17=-5972/736,5-17=-5972/736,5-14=-154/940,5-7=-563/128 BOT CHORD 15-16=-712/4333,14-15=-1022/6922,13-14=-821/5792,12-13=-187/1462 WEBS 4-15=-1768/293,8-13=-328/2476,5-13=-4895/716,8-12=-2402/394,2-16=-459/67,5-8=-1169/64,3-16=-5308/718, 3-15=-390/3171,4-14=-1388/252 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. t0 A' 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. ,--s' a) r'3 y°4 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 7)All plates are MT20 plates unless otherwise indicated. 1 )( I 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)Refer to girder(s)for truss to truss connections. f yQ 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)11,10. 0 , // c,„ 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. gf ruff! , 12)Girder carries tie-in span(s):13-0-0 from 0-0-0 to 5-11-4 i'4.., t rf 13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. '41/4,,f, ,,<:::',' 14)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The design/selection of '� ' such special connection device(s)is the responsibility of others. " 15)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 r...„___ ,�_„ 1 0XF' ,AT[ i DA 00 30106 t November 29,2005 matiman^,,,,,,a,,,, -,: , 3FAMEAMMIRSINSMINIMME qt,,,Zs .:% ,,: t; ; g m - - -:`. . ' .' "zr' parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE BSII--7473 BEFORE USE. 7777 Greenback Lane �® WARNING-Verify design p Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Sure 109 vg 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 li 111 regarding erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regard 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. M ITe4® Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185915 511202 FG MONO TRUSS 1 1 Job Reference(optional) _ BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:33 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:12-16=-20,6-7=-64,7-9=-64,9-11=-64,1-4=-291(F=-227),4-5=-64 Concentrated Loads(lb) • Vert:4=-1515(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE 7777 Greenback Lane ���® MI.7473 BEFORE USE. Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Citrus Heights,CA,95610 �.i. Applicability of design paramenfers 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 stobility 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 BCSII Building Component - MiTek® Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. • Job Truss Truss Type Oty Ply Polygon-Canterbury Carriages AB-Al 511202 FGE1 MONO TRUSS 1 1 819185916 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:34 2005 Page 1 6-7.10I 14-3-12 I 18-3-12 I 22-3-12 I 6-7-10 7-8-2 4-0-0 4-0-0 6 ,n - I:t Scale:3/16"=1' a 1.5x4 MI120 II 5 2x4 MI120 II 1.5x4 M1120 II 4 1.5x4 MI121 11 3x4 MI120-.% 5.00 FIT 3x4 11120• m 1.5x4 MI120 11 3 d� 0-C11 12 2 1.5x4 11120 II 3x411120 bel111111 e, 1.'i,M ,'10401444. I-8 1��077 1120111_\;- - x 1.5x4 MI120 II 9 1.5x4 MI120 II6 1.5x4 MI120 II 7 1.5x4 MI120 II 3x4 MI120= 1.5x4 11120 II 3x4 MII20= 1.5x4 M1120 II 1.5x4 MI120 II 1 6-7-10 I 14-3-12 6-7-10 7-8-2 Plate Offsets(X,Y): [16:0-2-0,0-0-12],[19:0-2-0,0-0-12] LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.07 7-8 >999 240 11120 185/144 (TCDL 7.0 Roof Snow 25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.19 7-8 >895 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:94 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-11 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. 2-7 2 X 4 HF Std,1-9 2 X 4 HF Std WEBS 1 Row at midpt 4-7,2-7 OTHERS 2 X 4 HF Std REACTIONS (lb/size) 7=756/Mechanical,9=569/Mechanical,6=107/0-2-8,5=254/0-2-8 Max Horz9=269(load case 4) Max Uplift7=-176(load case 5),9=-13(load case 5),6=-44(load case 5),5=-123(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-797/0,2-3=-166/0,3-4=-152/75,4-5=-91/40,5-6=-57/31,4-7=-381/137 BOT CHORD 8-9=-269/0,7-8=-119/695 WEBS 2-8=0/285,2-7=-750/187,1-9=-520/37,1-8=0/699 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.;L=45-0-0 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7L f 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. . w t..,t..,n. 6)Gable studs spaced at 2-0-0 oc. t; t a]��� �'" 7)Refer to girder(s)for truss to truss connections. I 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6,5. 1, fiP E 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6,5. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard t , .a�, h}F .p^pd l'6 fl 'Aa 4s.,. EXPIRATION1(44;:tjr7,4,,sqk;c2-‘," . DATE:06130196 i November 29,2005 :ate: -. •-.&,4.. 1 .; i. :-«,° ,_.:: : f ,se,v :':i•' z -;? ..,_,., s' -: 1l`~ in WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-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 S erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding „r fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSI7 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. i , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 FGE2 MONO TRUSS 1 1 819185917 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:35 2005 Page 1 ( 5-10-12 I 5-10-12 1.5x4 M1120 I Scale=1:21.4 6 1.5x4 MI120 11 5 5.00 FIT 4 „_- 1.5x4 M112011 3 1.5x4 M1120 ll — 1 2 •i i i'.•i ii JPi O OOOOOOOJ••JO.g •00004 i•i4 iii i 0t0•OJr . - 11 pi •;:•.*:•§4K:::72.•0000•'i0• •••••ii i i i:S•Oii,•40•..•••: : i 15x4 M112011 15x4 M112011 1.5x4 M112011 5x4 M112011 I 5-10-12 1 5-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.00 5 n/r 120 M1120 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 5 n/r 90 BCDL 7.0 Rep Stress Ina NO WB 0.03 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 Code IBC2003rTPI2002 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 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4HFStd • REACTIONS (lb/size) 11=-51/5-10-12,7=47/5-10-12,10=168/5-10-12,9=202/5-10-12,8=125/5-10-12 Max Horz 11=99(load case 4) Max Uplift11=-51(load case 1),7=-22(load case 4),10=-79(load case 5),9=-57(load case 5),8=-15(load case 5) Max Grav11=95(load case 4),7=47(load case 1),10=168(load case 1),9=202(load case 1),8=125(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/8,2-3=-65/30,3-4=-39/19,4-5=-23/19,5-6=-5/0,5-7=-38/19,2-10=-88/15 BOT CHORD 10-11=-99/2,9-10=-22/23,8-9=-22/23,7-8=-22/23 WEBS 3-9=-155/77,4-8=-96/25 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S.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)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. w P R?'',-,,. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e,diagonal web). s c.,104 8)Gable studs spaced at 2-0-0 oc. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 1 E —" LOAD CASE(S) Standard a �r s' y�qqgg , E xp i A I O N RATE:06x/30 0 1 November 29,2005 men, I� :w� �Aw-:�;, ' ;; M .e ; xam - =r _ :.. H« ' .ack Lane �3_vI e:c vv 7777 Greenb Om'. WARNING Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. �® 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,95610M- 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 MiTek® Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185918 511202 G2 COMMON 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:36 2005 Page 1 -1-8-0i 6-6-0 I 13-0-0 I 14-8-0 1 1-8-0 6-6-0 6-6-0 1-8-0 Scale=1:26.5 4x5 M1120= 3 5.00 171F 2 4 1 o 5 6 3x5 MII20= 1.5x4 MI120 11 x5:1120= i 6-6-0 I 13-0-0 I 6-6-0 6-6-0 LTCLL OADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl IA PLATES GRIP Plates Increase 1.15 TC 0.49 Vert(LL) (Roof -0.06 2-6 >999 240 Snow=25.0MII20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.12 2-6 >999 180 BCLL 0.0 Rep Stress InaYES WB 0.16 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:44 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 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) 2=644/0-2-8,4=654/0-5-8 Max Horz2=56(load case 7) Max Uplift2=-120(foad case 7),4=-124(Ioad case 8) Max Grav2=796(load case 2),4=805(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-835/60,3-4=-837/63,4-5=0/71 BOT CHORD 2-6=-18/700,4-6=-18/700 WEBS 3-6=0/289 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)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. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. P - 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. . SrSY C.54‘. N t,,t 1 N r rte LOAD CASE(S)Standard . ;�' ,„ 1 k3j/ �-y E Yr �rt t3 F t 3ff 4"n 4J F kg#�ii,�u� yppgg ,t.:. f t^x..%t r.19-F E '% N p% Cb 41 I E t i;'tr,A IOP,'DATE;06; 0766 7 November 29,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED7777 Greenback Lane ��e MITER'REFERENCE PAGE MII-7473 BEFORE USE. Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 Applicability of design 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 a ii 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,058-89 and BCSII Building Component M iTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply Polygon-Canterbury Carriages AB-Al 511202 GG1 CAL HIP 1 1 819185919 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:37 2005 Page 1 1 -1&0 5-6-9 5(11-111 7-0-5 17-571 13-0-0 14-8-0 1-8-0 5-6-9 0-5-2 1-0-10 0-5-2 5.6.9 l 1-8-0 Scale=1:27.4 5x10 MI120= 4x4 MII20- 3 5.0017T Z N 3 2IIII 5 1 1 3x4 MI120= 6 Io 3x5 MII20= 10 11 12 7 2x4 MI120 I I 3x4 MI120= 3x5 M1120-1:- I 5-6-9 -I 7-5-7 I 13-0-0 5-6-9 1 1-10-14 5-69 Plate Offsets(X,Y): [2:0-1-0,0-0-2],[3:0-5-0,0-1-5] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.53 Vert(LL) -0.05 8 >999 240 MI120 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.10 2-8 >999 180 BCLL 0.0 Rep Stress!nor NO WB 0.21 Horz(TL) 0.03 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 3-9-15 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=1102/0-1-8,5=1125/0-5-8 Max Horz2=51(load case 7) Max Uplift2=-199(load case 7),5=-209(load case 8) Max Grav2=1286(load case 2),5=1308(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-2184/339,3-9=-1904/331,4-9=-1904/331,4-5=-2148/338,5-6=0/79 BOT CHORD 2-8=-288/1945,8-10=-292/1937,10-11=-292/1937,11-12=-292/1937,7-12=-292/1937,5-7=-271/1903 WEBS 3-8=0/234,3-7=-280/214,4-7=-20/349 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)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. c 4�+ " '" 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. '.% _* 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2, c::' <:.`,X4 .,,`/ , "r'" 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1-t r 7 10)Girder carries hip end with 6-0-0 end setback. 4 , t PE 11)Special hanger(s)or other connection device(s)shall beprovided sufficient to support concentrated load(s)2881b down and 125Ib up �" pp _.. /- and 2of down and 1251b up at 5-7-13 on top chord. The design/selection of such special connection device(s)is the g F responsibility of others. t 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,r,1 LOAD CASE(S) Standard .,.0 . fvG c'ilf1 IN F Continued on page 2 X 1RATIO L DATE,06130106 November 29,2005 WARNING-Ve - "..ORE ^4w.. . £;mai'- ack L n` °.v:; design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane .....-0Design 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 Ili 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/Tell Qualify Criteria.D58-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. M ITeK� Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 GG1 CAL HIP 1 1 819185919 Job Reference o•tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:37 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-126,4-6=-64,2-5=-39(F=-19) Concentrated Loads(Ib) Vert:3=-288 4=-288 4isf - a 5% �•. s"v:.: ;„_r: . ;,; r .. -H - ;ra.• Mx: w WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane NEN man� 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 illw• is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MINIM 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,GOB-89 and BCSI1 Building Component M iTekdo Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 GG2 COMMON 1 1 R19185920 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:38 2005 Page 1 I 39-4 I 6-6-0 3-9-4 3-9-4 I 9-2-12 } 13-0-0 2-8-12 2-8-12 I 4x4 M1120 I I Scale=1:22.4 3 5.00 FIF 1.5x4 MI120\\ 1.5x4 MI120// 2 4 5 i r _ _ wij . . 13 6 3x6 M1120= 4x4 M1120= 4x4 MI120= 3x6 MI120= 4-8-3 8-3-13 48-3 I 13-0-01 3-7-10 4-8-38-3 Plate Offsets(X,Y): [1:0-1-8,0-0-6],[5:0-1-8,0-0-6] 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 0.35 Vert(LL) -0.07 6-7 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.14 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2003/rP12002 (Matrix) Weight:54 lb LUMBER TOP CHORD 2 X 4 DF No.2 BRACING BOT CHORD 2 X 6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1515/0-2-0,5=1515/0-5-8 Max Horz1=-35(Ioad case 8) Max Upliftl=-217(Ioad case 7),5=-216(Ioad case 8) Max Grav1=1598(load case 2),5=1592(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2854/392,2-3=-2673/384,3-4=-2617/377,4-5=-2786/383 BOT CHORD 1-7=-369/2591,6-7=-224/1787,5-6=-323/2513 WEBS 2-7=-306/86,3-7=-172/1229,3-6=-162/1152,4-6=-256/79 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)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 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. C, R{, r .,, 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. --"\''C 8)Girder carries tie-in span(s):9-6-0 from 0-0-0 to 13-0-0 -0 .-,NA �( `r 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -s, .., °• , LOAD CASE(S) Standard 3 ?.O 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 / Uniform Loads(plf) r ' Vert:1-5=-175(F=-155),1-3=-64,3-5=-64 ,, r -6 R EA7 N i Fi-131,13ATd ON DATE:06f30/0J. November 29,2005 :. „ n. o ,, .._. gip:. N. : 'si"dM' WARNING-Perify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. ,n" 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 Citrus Heights,CA,95610 ,y�� Applicability of design 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 11 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*) ^� Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185922 511202 H1 ROOF TRUSS 5 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:40 2005 Page 1 1 -1-8-0 I 6.6-0 I 13-0-0 I 148-0 1-8-0 6-6-0 6-6-0 1-8-0 Scale=1:26.5 4x5 M1120= 3 5.00 FIT 2 4 ivan- a Id 1 ' 5 6 = 3x4 MI120= 1.5x4 MII20 II 3x4 M1120= I 6-6-0 1 13-0-0 6-6-0 6-6-0 Plate Offsets(X,Y): [2:0-1-2,0-0-2],[4:0-1-2,0-0-2] TOL DING(psf)5 0 SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 4-6 >999 240 MI120 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.11 4-6 >999 180 BCLL 0,0 Rep Stress[nor YES WB 0.16 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:44 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. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=648/0-5-8,4=648/0-5-8 Max Horz2=-56(load case 8) Max Uplift2=-124(load case 7),4=-124(load case 8) Max Grav2=802(load case 2),4=802(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-817/60,3-4=-817/59,4-5=0/71 BOT CHORD 2-6=-14/681,4-6=-14/681 WEBS 3-6=0/285 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)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. 2 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. \A. , r 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. „r ) ,) ,`=`r.S LOAD CASE(S) Standard 3 q,").2i Z , ,,,,i;,-,,,,,/.2,7 Ek'WON °Y. rT g E PiRATnO DATE:06`3 0/0j November 29,2005 "- '.:, r c 1,:, v' -_:,' , r ,,,,,,--v•-: ;,-4,A,-.:', ,I..:aa acs. ; 1,:, . _ .:. l.4",, x.,as',".....,M1.,*,;_>t;' €",, ,: <^ /,/ I MS WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. 7777 Greenback Lane �ly Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 ataki_ isfor erector. 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,DS8-89 and BCSII Building Component M iTek° Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. i Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 H2 ROOF TRUSS 5 1 R19185923 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:41 2005 Page 1 I 6-0-8 I 12-6-8 6-0-8 6-6-0 4x5 M1120= Scale=1:23.2 2 g :::',... . 5.00 12 1 3 • 3x8 M1120 II hi.) `d 4 4x4 MI120= 1.5x4 MI120 II 3x6 MI120= I 6-0-8 12-6-8 6-0-8 I 6-6-0 I Plate Offsets(X,Y): [1:0-0-0,0-1-8],[1:0-2-9,Edge] 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 0.54 Vert(LL) -0.09 3-4 >999 240 MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.16 3-4 >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 3 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 5-7-1 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 WEDGE Left:2X4HFStd REACTIONS (lb/size) 3=518/Mechanical,1=518/Mechanical Max Horz 1=37(Ioad case 7) Max Uplift3=-54(Ioad case 8),1=-51(load case 7) Max Grav3=604(load case 3),1=585(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-858/84,2-3=-852/79 BOT CHORD 1-4=-40/719,3-4=-40/719 WEBS 2-4=0/287 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;CategoryII;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)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. r" 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' s�'ni-;Pe.rS 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ' - 5'' 6)Refer to girder(s)for truss to truss connections. % ,p. "a I f t•,,, 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - ,,." a 5r LOAD CASE(S) Standard i a ( � €r rI , $a. Z;. SR °{'. M�• XPoRA° (ON DATE'06130/073 November 29,2005 aWARNING-Ve ,`e.e's"m:z'k Lan:sm. "s.:� 9 r{jy design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane r�er Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on 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 'MS 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 iTek6 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 HGE ROOF TRUSS 1 1 R19185924 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:42 2005 Page 1 I -1-8-0 I 6-6-0 1-8-0 6-6-0 + 13-0-0 6-6-0 Scale=1:24.6 4x4 MI120= 5 1.5x4 MII20 I I r 1.5x4:II20 I I 5.00 12 4 1.5x4 MII20 I I r 1.5x4 MII20 II 3 7 r 2 ' II rr6 r r r illIllikIIIh.,_ ❖ S .❖ • 0J ❖ : : .❖❖.❖..i•.00•❖. i••�•�.• O..OO•••• ❖•.❖p❖ ❖❖ •.❖•❖ ❖❖ d1 ••' ' +''''. •.• .•..❖.❖•❖. 0.: O•..•.0.4%:.00❖.•..❖❖.❖.0❖❖: ❖ .•❖J•.;•0:+:44 .•❖.❖.❖• .O❖.❖.❖.+:,... •'•:: : :•:•••.•..••.••••..•.•••*:•..:O*:•.i..•O••..•A.••M•••.O:44•:* ❖• .•ii4•X:.. J...J.•..S•.A•.•••••••J• �.V.4lO .V..!Q..V4!!•!.V.!'V.V!M..!. •.•M.V.Q .!•!•!V.V.!AQ•.V...-•e..•••• •V.V. M•• ueS!!•e ••.!.!JQ •:• • •.V.! ••M.S!i9!3x4 MI120= 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 II 3x4 MI120= 1 13-0-0 I LOADING(psf) 13-0-0 TCLL 25.0 SPACING 2-0-0 CSI DE FL in (loc) I/dell L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 1 n/r 120 MI120 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.04 1 n/r 90 BCLL 0.0 Rep Stress!nor NO WB 0.03 Horz(TL) 0.00 8 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 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) 8=90/13-0-0,2=243/13-0-0,11=161/13-0-0,12=170/13-0-0,13=161/13-0-0,10=151/13-0-0,9=222/13-0-0 Max Horz2=65(load case 7) Max Uplift8=-6(load case 8),2=-87(load case 7),12=-46(load case 7),13=-21(load case 9),10=-33(load case 8),9=-48(load case 8) Max Grav8=124(load case 3),2=355(load case 2),11=161(load case 1),12=252(load case 2),13=214(load case 2),10=221(load case 3),9=309(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-68/28,3-4=-48/40,4-5=-52/54,5-6=-52/49,6-7=-53/23,7-8=-56/40 BOT CHORD 2-13=0/29,12-13=0/29,11-12=0/29,10-11=0/29,9-10=0/29,8-9=0/29 WEBS 5-11=-120/7,4-12=-205/60,3-13=-194/47,6-100-191/53,7-9=-239/67 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. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. °P 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. " , F 9)Gable studs spaced at 2-0-0 oc. (.we ,- + 4 t "�° 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q ,o,'44-es r •i LOAD CASE(S) Standard r Vi ray ✓/ // / jcr-7 • / ' IRAI'ION DATE:0G:> 0> '_. November 29,2005 WARNING- - T -.FE .WmuAs 7 .EFORA. ..w- `''.^t.v, "F:,e` ;.�t ,,,t-.i' T ..'.,-�.;$: Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE,�P�A\GE 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. Suite 109 ��® Applicability of design parameniers 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 IA erector. qulonal alify�ontrol controanent l. deli�ery,erectionf the overall structure is the and bracing. ons It responsibility Il Quality Criteria,DSB 8er For 9 andrBCSii Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. M ITe4® Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185925 511202 IG COMMON 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 3 Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:43 2005 Page 1 I 3-6-13 1 6-1-0 I 8-7-3 1 12-2-0 1 3-6-13 2-6-3 2-6-3 3-6-13 Scale=1:21.0 4x6 MI120 11 3 5.001%12 4x5 MII20:-.- 4x5 M1120� 2 4 O 1184 r- 5 8 1 aa � Id 8 7 g ! 4x12 MII20% 3x8 MI120 II 8x8 MII20= 3x8 MI120 11 4x12 MI120� 1 3-6-13 1 6-1-0 1 8-7-3 1 12-2-0 3-6-13 2-6-3 2-6-3 3-6-13 Plate Offsets(X,1': [1:0-4-5,0-2-0 [5:0-4-5,0-2-0 7:0-4-0,0-4-8 TCLL OADING(Psf) 250 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.91 Vert(LL) -0.12 7-8 >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.24 7-8 >576 180 BCLL 0.0 Rep Stress lncr NO WB 0.76 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:53 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud *Except* 3-72 X4 DFNo.2 REACTIONS (lb/size) 1=3381/0-5-8,5=3381/0-5-8 Max Horz1=-33(load case 8) Max Uplift1=-527(load case 7),5=-527(Ioad case 8) Max Grav1=3454(load case 2),5=3454(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-6104/929,2-3=-4535/708,3-4=-4535/709,4-5=-6104/930 BOT CHORD 1-8=-860/5560,7-8=-860/5560,6-7=-828/5560,5-6=-828/5560 WEBS 2-8=-174/1257,3-7=-486/3199,4-6=-174/1257,2-7=-1652/276,4-7=-1652/278 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)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 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. P k3r� 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). ''" X (f " 1. �t, ` r i '7 LOAD CASE(S) Standard t' 1.6450 P \ 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) 1 r 1 Vert 1-5=-514(F=-493),1-3=-64,3-5=-64 �`par g '°a +�i t ryy��,99,r-� ,mayi ...F OREy.'16\1 • kPiRATION DATE:050060 —61 November 29,2005 "1 ., i.. --ar , '>:5v :w'aas..:�iMaNiZigleAMEZIRMI ' -C _,A-» ., -.., : ,. i1',=;,;:v i a 1 x• - a�.r .. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED'VITEN REFERENCE PAGE Mu-7473 BEFORE USE. 7777 Greenback Lane ��® Design valid for use only with MiTek connectors.This design is based onty upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 too is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WWI 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, , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 IGE ROOF TRUSS 1 1 R19185926 BMC West--Sherwood,Sherwood,Or, 97140 Job Reference o•tional 6.100 s Sep 172004 MiTek Industries,Inc. Mon Nov 2811:26'45 2005 Page 1 I 1-8 0 I 6-1-0 1-8-0 I 12'2-0 1 13-10.0 1 6-1-0 6,-0 1.8-0 Scale=1:25.1 4x4 MI120= 4 1.5x4 M1120 II iiiii 5.00 12 Alb 1.5x4 M„20 II 3 5 r 1 2 6 PI N li 3x4 MI120— * --- --- --- - 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MD20 II 3x4 MII20= I 12-2-0 12-2-0 I 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 0.41 Vert(LL) -0.05 7 n/r 120 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.04 7 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2003frP12002 (Matrix) Weight:461b 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=276/12-2-0,6=276/12-2-0,9=57/12-2-0,10=313/12-2-0,8=313/12-2-0 Max Horz2=54(load case 7) Max Uplift2=-90(load case 7),6=-99(load case 8),10=-44(load case 7),8=-43(load case 8) Max Grav2=402(load case 2),6=402(load case 3),9=87(load case 9),10=430(load case 2),8=430(Ioad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0170,2-3=-83f73,3-4=-61/63,4-5=-61/59,5-6=-83/73,6-7=0/70 BOT CHORD 2-10=0/47,9-10=0/47,8-9=0/47,6-8=0/47 WEBS 4-9=-51/2,3-10=345/87,5-8=-345/86 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. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F' > 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. S. ` t (gyp s' 9)Gable studs spaced at 2-0-0 oc. p 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard 1` ax +� .f' � ? f T�41. i ( ` - ,- /rlO DATE:Ota�30>"0", November 29,2005 z . - :.k Luby - , WARNING-Verify design. � +�4? EFORE `/ .w .�; Sw- u'a4 jy gn yarameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane qp Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109ill Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 r„ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MOM 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. M ITe�� Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JB1 ROOF TRUSS 2 1 819185927 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:46 2005 Page 1 I -1-8-0 I 1-11-11 1-8-0 1-11-11 I 6-0-5 I Scale=1:15.7 3 y I, 5.00 ,2 u• 2 , Id 4 2x4 MII20= I 1-11-11 I 8-0-0 1-11-11 6-0-5 I LOADING(psf) TOLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.20 2-4 >473 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.50 2-4 >189 180 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=338/0-5-8,4=118/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-78(load case 5) Max Grav3=12(load case 1),2=374(load case 7),4=157(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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 fora 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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1 PRP LOAD CASE(S) Standard c'r 1)Snow Lumber Increase=1,15,Plate Increase=1.15 �? r.T ) Uniform Loads(plf) , C Vert:1-3=-64,2-4=-30(F=-10) z ,e4_t))PE 2 is ORF TJN , e�° ,,,b —\ 140 4s 1\ EXPIRATION DATE 6130106 November 29,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. 7777 Greenback Lane om illtr Il Design valid for use only with Mirek connectors.This design is based only upon poramefers 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 rNt•}ffii is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the mull 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/1911 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. M ITek® 1 , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JB2 ROOF TRUSS 2 1 R19185928 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:47 2005 Page 1 -1-8-0 3-11-11 8-0-0 1-8-0 3-11-11 1 4-0-5 Scale=1:15.7 3 fj 5.00 12 2 1�f" • IT d 1 2x4 MI120= 1 3-11-11 1 8-0-0 3-11-11 4-0-5 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 0.46 Vert(LL) -0.18 2-4 >507 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-4 >203 180 BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=87/Mechanical,2=347/0-5-8,4=77/Mechanical Max Horz2=80(load case 5) Max Uplift3=-33(load case 5),2=-77(load case 5) Max Grav3=87(load case 1),2=374(load case 7),4=153(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-61/26 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard � G P f M// t; s� J X3 C,G E:CSS.``"30;�0 J November 29,2005 asommir4 WARNING-Verify design -RE `"�.a „�a;s"': 77 Gree,&`k ,,- a 4/L e 9 parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE hllf-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,95610IN is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theerector. + � fabrication,gltional ualify control sto aanent ge,delivof the ery,erection)structure is the and bracing,consult responsibility /TPI1 Quality Criteriaing ,DSB-89 ander.For ral guidance 0CSl1 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 Carriages AB-At R19185929 511202 JB3 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:48 2005 Page 1 I -1-8-0 I 5-11-11 8-0-0 1-8-0 } 5-11-11 3 ��f 2-0-5 Scale=1:16.6 5.005/ 2 I lm a Lel 4 2x4 MI120= 5-11-11 8-0-0 5-11-11 2-0-5 TCLL 2 LOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.18 2-4 >507 240 MI120 220/195 TCDL 7-0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-4 >203 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 DF.No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=162/Mechanical,2=400/0-5-8,4=77/Mechanical Max Horz2=106(load case 5) Max Uplift3=-68(load case 5),2=-87(load case 5) Max Grav3=162(load case 1),2=400(load case 1),4=153(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-81/50 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category It;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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard f i' F { 1 /)r '`.,31t ate/ ,: 7 Q4,, ' EXPIRATIONDATE:06730/05 t/' i • November 29,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane immim Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and Ls for an individual building component. Suite 109 gm Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 __ for oreral 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. MiTek. r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JB4 ROOF TRUSS 2 1 819185930 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:48 2005 Page 1 I -1-8-0 7-11-11 8-9-0 1-8-0 7-11-11 Scale=1:20.6 430-11'1 / 5.00 12 u: rr C1 2 1 �� Id ►� 4 2x4 M 1120--t I 7-11-11 8-9-0 7-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0,91 Vert(LL) -0.18 2-4 >507 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-4 >203 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=231/Mechanical,2=459/0-5-8,4=77/Mechanical Max Horz2=131(load case 5) Max Uplift3=-99(Ioad case 5),2=-101(load case 5) Max Grav3=231(load case 1),2=459(load case 1),4=153(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-104/72 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard c.. ' 6,4-4-:0 44, e N 7r f _.. L ,`f. J s ,0 ,AN a/O s �.m 3 d X0,'P p'-. riff," 2\rc•r,^'�, EXPIRATION DATE:0613Difil November 29,2005 WARNING- •'. F w„ 7777 G;,ack Lan,'''-''',1','''''''',-'''"'"'" Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Greenback Lane air IIP Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. itru Shueuite 109s Heights,CA,95610 '' Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown C -- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the UMW 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 BCSII Building Component M ITe4 a4 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JB5 ROOF TRUSS 2 1 819165931 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:50 2005 Page 1 -1-8-0 B-0-0 1-8-0 9-11-11 8-0-0 1-11-11 4 r Scale=1:24.7 d 3 5.00l2 c r5 2 1 2x4 MII20= 5 8-0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.18 2-5 >507 240 MI120 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-5 >203 180 TCDL 7,0 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:28 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=63/0-5-8,2=455/0-5-8,5=77/Mechanical,3=289/0-5-8 Max Horz2=155(load case 5) Max Uplift4=-27(load case 5),2=-89(load case 5),3=-125(load case 5) Max Grav4=63(load case 1),2=455(load case 1),5=153(load case 2),3=289(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-102/71,3-4=-19/19 BOT CHORD 2-5=0/0 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)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)4,3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ LOAD CASE(S) Standard D 't 3.76‘'.k6:0 PE 17' A/4/ r< t"sr f /31 I XP RAT)ON DATE:06/30,`06-1 November 29,2005 >>k, - n = A'A' �- . " e- r-M4,,. - .i:'.v r-w a 't'. t, `�'- :::. .. .�.'.«:. -tea > ;,� ,as:- ..:.TN , as WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII.7473 BEFORE USE. 777 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_ r 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,DSB-89 and BCSI1 Building Component M iTeic® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. • • Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JB6 ROOF TRUSS 2 1 819185932 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:50 2005 Page 1 I -1-8-01 8-0-0 I 11-11-11 1-8-0 8-0-0 3-11-11 q 7 Scale=1:28.6 It O/ 5.00 FIT 3 ��in PR d, 4 2 eri—JIIIIIMIIMIIMIMIIIMIMIIIIMIIIMIMIIIII 1 / �' Mi 5 2x4 MI120= I 8-0-0 I 8-0-0 .CLL in PR ';', 5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.88 Vert(LL) -0.18 2-5 >507 240 MI120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-5 >203 180 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:31 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=127/0-5-8,2=455/0-5-8,5=77/Mechanical,3=353/0-5-8 Max Horz2=181(load case 5) Max Uplift4=-55(load case 5),2=-78(load case 5),3=-153(load case 5) Max Grav4=127(load case 1),2=455(load case 1),5=153(load case 2),3=353(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-120/71,3-4=-39/39 BOT CHORD 2-5=0/0 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)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)4,3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ` Z.r 16 U E f,:: a PYt qct; ci,.\ � `I\ EXPIRATION 0, T 0673010T] November 29,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane �1p 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 - DesignILIN Applicvalid of design pa ith MiT ers and proper incorporation of component is responsibility of building designer-not truss designer,Bracing shown Citrus Heights,CA,95610 for is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the llama 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. M ITe4 Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JB7 ROOF TRUSS 2 1 R19185933 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:51 2005 Page 1 I -1-8-0 I 1-11-11 3 2--0 1-8-0 1-11-11 0. 5 Scale=1:8.4 Al 5.00 riy 2 1 VI IV I 6.1 OW I. .♦ d 1 4 2x4 MI120= 1-11-11 2-a0 _ 1-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 MI120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: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. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=239/0-5-8,4=19/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-97(load case 5) Max Grav3=12(load case 1),2=315(load case 7),4=39(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category11;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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard , A PROF-e,,, ...-N, ,,,..'.. , A,4,',,,,,\...,,,,..,,...,,, , F r , �,i,t f i� rnfI/ t � ; c r its , C `r + T ` tR G6130195 j November 29,2005 WARNING-VerifyM ... u,:>.:., acv ‘.. `:T^e' 's design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1511.7473 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. Sure 109 iiiiii 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 the1.110.1.1 • e 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/TPl1 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. M ITek Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 J68 ROOF TRUSS 2 1 R19185934 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:52 2005 Page 1 -1-8-0 2-0-0 3-11-11 1-8-0 2-0-0 1-11-11 3 )I'' Scale=1:12.2 I1 5.00 12 00r- 2 i Ma. ,/ .. I 1 -, 4 2x4 MI120= 2-0.0 1 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 MII20 220/195 (TCDL 7.0 Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=99/Mechanical,2=277/0-5-8,4=19/Mechanical ,,,,,c;sc,,,,,„or IciiE;r14.?4,,,,,,;63:3,,,,l') Max Horz2=80(load case 5) Max Uplift3=-39(load case 5),2=-98(load case 5) Max Grav3=99(load case 1),2=285(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-59/30 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standardh 1s "* 1.6PE 1.— :, ,, i t) �6 ON ,, a, EXPIRATION DATE:0(i30 0 November 29,2005 WARNING- ,AlrOz .r""�• renba :i °s '� 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 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/TPl1 Qualify Criteria,DSB-89 and BCSl1 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 Carriages AB-A1 511202 J69 ROOF TRUSS 2 1 R19185935 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:26:53 2005 Page 1 I -1-8-0 I 2-0-0 I 5-11-11 2-0-0 I 1-8-0 3-11-11 3 1 00000000001/1- Scale:3/4"=1' 5.00 FIT ro N N 2 1 ,/ ,- 4 2x4 M1120= 1 2-0.0 I 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Lid PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.51 Vert(LL) -0.00 2 >999 240 M1120 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 TBCLL 0.0 CDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: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. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=172/Mechanical,2=333/0-5-8,4=19/Mechanical Max Horz2=106(load case 5) Max Uplift3=-72(load case 5),2=-110(load case 5) Max Grav3=172(load case 1),2=333(Ioad case 1),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-80/53 BOT CHORD 2-4=0/0 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)TCLL:ASCE7-98;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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard g� ,;s r C- g , y ./o`', E ,o R ,1 �.. EXPIRATION DAY.'-;06730� E,ij November 29,2005 eitaI' .•F ;. ,x'''' 555 . P 'va-58 w a u .''w' ,Pe ``A' •, : s nMVie. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane 1.11.13) 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,95610111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of therkirolormor min. MINIMerector. Additional permanent brocing 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. t Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JC1 ROOF TRUSS 1 1 R19185936 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 26 11:26:54 2005 Page 1 I -1-8-0 I 1-11-11 I 8-0-0 1-8-0 1-11-11 6-0-5 Scale=1:15.7 • 3 5.00 rif 2 d 4 2x4 MII20= I 1-11-11 I 8-0-0 1-11-11 6-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deFl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.38 Vert(LL) -0.20 2-4 >473 240 M1120 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.50 2-4 >189 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:161b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=338/0-5-8,4=118/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(Ioad case 7),2=-78(load case 5) Max Grav3=12(load case 1),2=374(load case 7),4=157(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). T) P lic,lit.e LOAD CASE(S) Standard re'a" 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 � ) _ Uniform Loads(plf) " IN I- Vert:1-3=-64,2-4=-30(F=-10) p r •,')."/r7 j r 1 P)�ATI ON DAT'Obi30/06 November 29,2005 eliSMISISIABBFAISSIBMti, . n MA ,rte l WARNING Verify design parametersand READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane 6 IR 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 Y+" + 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 iTek� Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185937 511202 JC1A ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:55 2005 Page 1 f -1-8-0 I 1-11-11 .._ _ I -- 1-8-0 - - -- -- 1-11-11 3 Scale=1.9.6 q /\ 5.00 FIT , 'C 2 .O$ m d 1 4 2x4 M 1120= I 1-11-11 I 4-3-0 1-11-11 2-3-5 TCLL OADING(psf250 SPACING 2-0-0 CSI DEFL in (loc) I/defl 1/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.01 2-4 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.04 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD. Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=281/0-5-8,4=62/Mechanical Max Horz 2=55(load case 5) Max Uplift3=-74(load case 7),2=-92(load case 5) Max Grav3=12(load case 1),2=337(load case 7),4=82(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'm .' t LOAD CASE(S)Standard y(`y( ,)C , . 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 , f,T4. Uniform Loads(plf) s' -V, Vert:1-3=-64,2-4=-30(F=-10) ' ) ' , Itl '' . t et ,.:.. ..,e , ..,-1..„.:.0,=2,\';:y z.,ili$' xp`(#iA O :X11 AT 5 3 5D November 29,2005 ' 7777 Greenback Lane jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-9493 BEFORE USE. --® WARNING-Ver Design valid for use only with MiTek connectors.This design is based ony upon parameters shown,and is for an individual building component. Cure 109 Citrus 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/7PI1 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 Carriages AB-Al 511202 JC2 ROOF TRUSS R1918593 1 1 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:56 2005 Page 1 1 -1-8-0 I 3-11-11 t 8-0-0 I 1-8-0 3-11-11 4-0-5 Scale=1:15.7 3 A A 5.00 FIT u 2 i M .. 1d� r, 4 2x4 M 1120= I 3-11-11 I 8-0-0 3-11-11 LOADING(psf) 4-0-5 TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.18 2-4 >507 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-4 >203 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=87/Mechanical,2=347/0-5-8,4=77/Mechanical Max Horz2=80(load case 5) Max Uplift3=-33(Ioad case 5),2=-77(load case 5) Max Grav3=87(Ioad case 1),2=374(load case 7),4=153(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-61/26 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S.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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard , .. POPE ,, f J fi ff . '1RAiT)0DAT .Ot?30/C)6t November 29,2005 WARNING-Verify design _ "�' ,: .BA°s—VIZ' sa J-g gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-1473 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 Citrus Heights,CA,95610 Applicability of design 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 II 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,D58-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. M ITe4. i Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185939 511202 JC2A ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:57 2005 Page 1 -1-8-0 I -. 3.11-11 1-8-0 3-11-11 3 01Scale=1:12.2 5.00 NT v oioiggi 2 Idm 1 W. 4 2x4 MI120= 3-11-11 4-3-0 1 3-11-11 0-3-5 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 0.46 Vert(LL) -0.01 2-4 >999 240 MI120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:14 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=87/Mechanical,2=310/0-5-8,4=39/Mechanical Max Horz2=80(load case 5) Max Uplift3=-33(load case 5),2=-96(load case 5) Max Grav3=87(load case 1),2=337(load case 7),4=78(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-61/26 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standards � ' p , F XP1 Ft AD ON L' E:0613V061 0 November 29,2005 mffmais .:w ,,en _ soa WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7493 BEFORE use. 7777 Greenback Lane .......11P 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 Citrus Heights,CA,95610 g Applicability of design paramenfers 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 responsibillify of the NM 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/TPI/Quality Criteria,OSB-89 and BCSI1 Building Component M iTele' Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. r , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JC3 ROOF TRUSS 2 1 R19185940 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:58 2005 Page 1 I -1-8-0 I 5-11-11 6-0-0 1-8-0 5-11-11 3 + 1 2-0-5 f Scale=1:16.6 ii 5.00 f • 2 1 ', d hal 4 2x4 MI120= I 5-11-11 . 8-0-0 I 5-11-11 2-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.18 2-4 >507 240 MI120 220/195 (Roof Snow=2 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-4 >203 180 7.0 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=162/Mechanical,2=400/0-5-8,4=77/Mechanical Max Horz2=106(load case 5) Max Uplift3=-68(load case 5),2=-87(load case 5) Max Grav3=162(load case 1),2=400(load case 1),4=153(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-81/50 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 2 - 619',,,CQ <,,V4 ./ ../..::-$X) 1 4't 1.)ar t C" •yy R ▪ yy f 9�f Tv' t Fof �, � J, r0▪,/o .W¢ ,,„^-'`3. / /�� `h° EXPIRATION— t E:06,:30/Utm November 29,2005 Rim 'e t ,18;s -5 *,'xsr• ::• .,. <.,,,,,i,'WP,, "' ,. i 'RS..... - .' •, RSZ I I .W.d7. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane ® .z 1111 Design valid for use only with M7ek 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 i ++. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MIMI fabrication,quality control,storaermanent ge.delivery,erection and bracing.consult of the overall structure is the responsibility �bANSI/TPII Quaof the lity building designer.,DSB 89 andrBCal SII Building uidance regarding Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITeK� Job Truss Truss Type • Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JC4 ROOF TRUSS 819185941 2 1 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:26:59 2005 Page 1 -1-8-0 I 7-11-11 8-9-0 1-8-0 7-11-11 30-1, �/� Scale=1:20.6 5.00 FlF N r` Cii 2 1 t Id ►t 2x4 MI120= 4 I 7-11-11 81-0 7-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0,91 Vert(LL) -0.18 2-4 >507 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-4 >203 180 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=231/Mechanical,2=459/0-5-8,4=77/Mechanical Max Horz2=131(load case 5) Max Uplift3=-99(load case 5),2=-101(load case 5) Max Grav3=231(load case 1),2=459(load case 1),4=153(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-104/72 BOT CHORD 2-4=0/0 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)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)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 ANSIfTPI 1. LOAD CASES) Standard 5� ' `j g-` , q�\' ` G4'' r .:, .(ff.,,,e,4,c.: ,,‘,).,"'':A\-''„I';VO'''S,,',1,6.f-'''441.1,i,/',1 :49?,,N'' .,.1i,1):,'f 1':', '':'1/ iA , 'At', F . , :':,.,,,,;:::1 1 EXPIRATION DATE:06130,10b November 29,2005 imiinit WARNING Verify design ,� 7 •a -4.a;4P�'w` .-,:g_ �f 'b 9'�`s`:8.-`i"3."3 g parameters s and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE NIII-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,95610FAMM is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilityPilliglIMMON.1.10111.11.11 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding of the M ITa4 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. ^® r , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JC5 ROOF TRUSS 2 1 R19185942 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:00 2005 Page 1 -1-8-0 1 8-0-0 1-8-0 1 9-11-11 1 8-0-0 1-11-11 4 ir- Scale=1:24.7 d 3 5.00 FIT 2 1 � 5 2x4 MII20= 1 8-0-0 8-0-0 1 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.88 Vert(LL) -0.18 2-5 >507 240 MI120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-5 >203 180 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:28 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=63/0-5-8,2=455/0-5-8,5=77/Mechanical,3=289/0-5-8 Max Horz2=155(load case 5) Max Uplift4=-27(load case 5),2=-89(Ioad case 5),3=-125(load case 5) Max Grav4=63(load case 1),2=455(load case 1),5=153(load case 2),3=289(Ioad case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-102/71,3-4=-19/19 BOT CHORD 2-5=0/0 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)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)4,3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard P ROT-d • 16'8'.746P E • r j• z / r OR ( 4i,E3 pt i 2 EXPIRATION DATE`06.' 0106 November 29,2005 4 i ma's s„ ,< a rte. „;: MEN" xP r s. x.e; .".- VM WARNING-Verify design parameters and READ NOTES ON TINS 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 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 11111 fabrication quality permanent control.stn age,delivof the overall structure ery.erection and bracing cones Ithe responsibility sib ANSI/TPn Quaof the lity Criteriing a,DSB 8ner.For 9 andral BCSII Building uidance regarding Component M ITeR4p ® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JC6 ROOF TRUSS 1 1 R19185943 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:01 2005 Page 1 I ,-8- I 8-0-0 11-3-3 -8-0 8-0-0 3-3-3 4 I4 Scale=1:27.1 d 3 5.00 Eli. 0 h 2 J 1 2x4 MI120= 5 I 8-0-0 I 8-0-0 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.88 Vert(LL) -0.18 2-5 >507 240 MII20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.45 2-5 >203 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003TrPI2002 (Matrix) Weight:30 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=105/0-5-8,2=455/0-5-8,5=77/Mechanical,3=331/0-5-8 Max Horz2=172(load case 5) Max Uplift4=-45(load case 5),2=-82(load case 5),3=-143(load case 5) Max Grav4=105(load case 1),2=455(load case 1),5=153(load case 2),3=331(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-110/71,3-4=-32/32 BOT CHORD 2-5=0/0 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)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)4,3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I°R' � t ' .I: ?5 s fir_. r RE4 N EXPIRATION DATE:06/30106" ))) $ November 29,2005 a WARNING Verifydesign parameters E. ckLane gn and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE NII-7473 BEFORE USE. 7777 Greenback Lane —® 11141111111/ 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 r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the WRR ll fabrication,Additionalerector. ualy control,storarmanent ge,delivery,erection and bracing, onof the overall structure is the sult responsibility SI/TPII Qualify Critering ia,DSB 8ner.For9 andral BCSII Building uidance Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. M ITa4 r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JC7 ROOF TRUSS 2 1 819185944 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:02 2005 Page 1 -1-8-0 1-11-11 3 2-.. 1-8-0 1-11-11 0-1 '' Scale=1:8.4 • 5.00 FIT z ifl d 1 Mi__ 4 2x4 MI120= I 1-11-11 211-0 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 DEFL in (lac) I/deft Lid PLATES GRIP (Roof Snow-25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 M1120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress InaYES WB 0.00 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 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=239/0-5-8,4=19/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-97(load case 5) Max Grav3=12(load case 1),2=315(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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)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 ANSITTPI 1. LOAD CASE(S) Standard O PR p 4' 1� c; PL r"" J tri.,/1 / , s orm 1I , N . ,: XPEii `f is DATE:06i30(UQfj November 29,2005 ._ Y,: r�• v e tt.>,,:.;. € «' ,.- ygu>r y' y -;5,-_ ,. ,,,,.. ',>.;,y,�.,.;,..'.>^: '°:::1<i " - ..-&r..:P a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES'REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane �e Desi valid Design alid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bolding component. Suite 109 IN n Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Cyrus 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 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MiTek m Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JC8 ROOF TRUSS 1 1 R19185945 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:03 2005 Page 1 -1-8-0 I 1-8-0 I 2-0-0 3-11-11 I 2-0-0 1-11-11 3 '( Scale=1:12.2 01701 m 0 5.0012 v 2 .j el a ,•::!: 1 ,/ ... 4 2x4 MI120= 2-0-0 2-0-0 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 MII20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=93/0-5-8,2=273/0-5-8,4=19/Mechanical Max Horz2=78(load case 5) Max Uplift3=-36(load case 5),2=-97(Ioad case 5) Max Grav3=93(load case 1),2=286(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-57/27 BOT CHORD 2-4=0/0 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)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. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �f 4..D R re LOAD CASES)Standard c:',..;‘ Y...- 4. ,,,,,,,,,'"i'NC: f 4 f r f,P f f; 0;J 5 . z , <4 \ I EXPIRATION DATE:06,,,50/06 x November 29,2005 LU REFERENCE P , -747 . E use. ems• �€ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE FERENCPAGE MII- 7777 Greenback Lane �ff® 7473 BEFORE USE. 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 r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 11 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 4 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. M ITem r • Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JC9 ROOF TRUSS 1 1 R19185946 Job Reference o•tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:04 2005 Page 1 -1-8-0I 2-0-0 5-11-11 1-8-0 P-0-0 l 3 11-11 3 If Scale:3/4"=1' 5.0012 W- v (7, N 211111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111.1 11 :1111 7. 4. 1 „ • ,q 4 2x4 MII20= 2-0-0 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert LL -0.00 2 >999 240 MII20 220/195 (Roof Snow 25.0) Vert(LL) � TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 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. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=166/0-5-8,2=328/0-5-8,4=19/Mechanical Max Horz2=103(load case 5) Max Uplift3=-69(load case 5),2=-109(load case 5) Max Grav3=166(load case 1),2=328(load case 1),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-78/51 BOT CHORD 2-4=0/0 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)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. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard � . o, ,,-,„..-.".4\ve,,t10t,,P4k- L''''; ' .: E f gra d rtXPIRATION DATE:06130 0-0 November 29,2005 7777 Greenback Lane , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. ��® 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 0,... is for lateral support of individual web members only:Additional temporary bracing to insure stability during construction is the responsibillity of the 111 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,059-89 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 Carriages AB-A1 511202 JC9A ROOF TRUSS 1 1 819185947 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:05 2005 Page 1 1-8-7 1- 12 1-8-7 2 0.0-5 3x4 Mll 00 12 fl, Scale=1:15.3 11 1 44 .: 111161k . .• ,/ d 3 11x4 MI120 II 1-8-7 3x4 Ml12v 1-8-7 0-0-5 LOADING(psf) TOLL SPACING 2-0-0 CSI 25.0 DEFL in (lac) 1/deft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.04 Vert(LL) -0.00 4 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress!nor YES WB 0.04 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathingdirectly applied or 1-8-7 oc purlins, except BOT CHORD 2 X 4 DF No.2 WEBS 2 X 4 HF Std 'Except' end verticals. 1-3 2 X 3 SPF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=64/0-5-8,2=48/0-5-8,3=16/Mechanical Max Horz4=50(load case 5) Max Uplift2=-21(load case 5),3=-33(load case 5) Max Grav4=64(load case 1),2=48(load case 1),3=32(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-48/5,1-2=-15/15 BOT CHORD 3-4=-35/0 WEBS 1-3=-0/54 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)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. 3 3 7)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 ,,g�� j ° `J+ -44 ' 16,06P E r` { �iqt 3.,{���ttt f / ff J ypo.ry+ 7 w I EXPIRATION DATE:05/30106 November 29,2005 atea-- 'ice I,,.. - ;'v ,•, -x .s :, s ^ a s;- ;ts +: ,1:,- 4..,..e.,,,,;,--m _` ;v:�a� a ...' :a WARNING-Verifydesign - '?". v g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane � 6 Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 11111119111/ Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95510 ierector.s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the the fabrication,quality iula tylr control,storanent ge.delivery,erechon and bracof the overall structure ing consult responsibility of Qualitlng y Criteria,DSB-8ner.For 9 andral BCSlt Building uidance Component 4 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. MITe4® Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JG1 ROOF TRUSS 2 1 R19185948 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:05 2005 Page 1 I -1-8-0 I 1-11-11 6-0-0 1-8-0 1-11-11 4-0-5 Scale=1:12.4 3 5.00 FE u• 2 • • i, 1°? 1 4 2x4 MI120= I 1-11-11 I 6-0-0 1-11-11 4-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.06 2-4 >999 240 MII20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.15 2-4 >457 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:14 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural woodsheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=308/0-5-8,4=88/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-86(load case 5) Max Grav3=12(load case 1),2=354(load case 7),4=117(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). P LOAD CASE(S)Standard S. '' ( v f' 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 4,,,,,,),4„,- 1) Uniform Loads(plf) b �1 r- Vert:1-3=-64,2-4=-30(F=-10) 4t' Z,5�t`1 PE per - ` ° i9 , - \ L p€tR.AT(o i DATE:06/30/05 November 29,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE bfII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown.and is for an individual building component. Suite 109 ER 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 lll erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !,r,� fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M,,ek6 Safety Information available from Truss Plate Institute,583 D'Onorrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JG2 ROOF TRUSS 2 1 819165949 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:06 2005 Page 1 I -1-8-0 I 3-11-11 6-0-0 1-8-0 3-11-11 3 2-0-5 1Scale=1:12.4 Vit -f- ' >000ioillilillIlliI5.00 I 4 2x4 M1120= 3-11-11 I 6-0-0 I 3-11-11 2-0-5 L OADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/dell Vd PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.46 Vert LL -0.05 2-4 >999 240 MI120 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-4 >503 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003rTPI2002 BCDL 10.0 (Matrix) Weight:17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=87/Mechanical,2=327/0-5-8,4=57/Mechanical Max Horz2=80(load case 5) Max Uplift3=-33(load case 5),2=-87(load case 5) Max Grav3=87(load case 1),2=354(load case 7),4=113(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-61/26 BOT CHORD 2-4=0/0 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -,.b,,,,e LOAD CASE(S) Standard ,„i, i , , \ G/4d -`(en . ry P �'��h 07 ` �- L T' 1N '« t:. z r I EXPIIIATION DAL;06/30/06i November 29,2005 rca" '°IMUNIUMMEMMUSIV-,....: ', ,1 ..,, ,.,,.„. ,,,,, , ; • i'y,. .: '+ z',, a.0 V-. ,,,,,i,etv"m=tMt'x -r�:t v , :% WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane man r.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 Ullaerector.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/TPI I Quality Criteria,DSB-89 and BCStl Building Component m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITeK Job Truss Truss Type City Ply Polygon-Canterbury Carriages AB-Al R19185950 511202 JG3 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:08 2005 Page 1 I -1-8-0 1 5-11-11 61-0 1-8-0 5-11-11 3 Scale=1:16.6 iall 5.00 Fli 2 iT ; ra --"rdl,,d.jllIll.IIMIIIIIIMIMINIMIMIIIIW: Id 1 ►� IM 4 2x4 MI120= 5-11-11 61-0 5-11-11 0-0-5 TCLL 2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 2-4 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-4 >503 180 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:20 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 .TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=162/Mechanical,2=380/0-5-8,4=57/Mechanical Max Horz2=106(load case 5) Max Uplift3=-68(load case 5),2=-97(load case 5) Max Grav3=162(load case 1),2=380(load case 1),4=113(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-81/50 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category 11;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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard\\c- P( g 6%-„0 P c y's I P f , 0 Ci ` °' mi L `< aTIo J DATE: 5130 0 —61 November 29,2005 :`; Tl. ry ',- a;,r 3 r,, r$ .. .se ,.<. a a s .��. :us .-•u a WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane Design valid for only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicabilitygnvad of useign pa ram enters and connectors. rThis design is of only componentois responsibilitymess oo n.anduilding Bergner-not truss designer.Bracine shown Citrus Heights,CA,95610 I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Kral" 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 BCSII Building Component M ITeK m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JG4 ROOF TRUSS 2 1 819185951 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:08 2005 Page 1 I -1-8-0 I 1-11-11 3 2-.. 1-8-0 1-11-11 1-1 Scale=1:8.4 5.00 riF v 2 I Bird : Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JG5 ROOF TRUSS 2 1 R19185952 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:09 2005 Page 1 .1-8-0 1 2-0-0 3-11-11 1-8-0 2-0-0 1-11-11 3• 1 A Scale=1:12.2 FA o 12 =, 1 •,- m- :7,u5 2 5 wii.digimi jiiiiivi?; 1 -s--- 5.0O[ ,, 14- 4 2x4 MI120= 2-0-0 1 2-0-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 DEFL in (loc) 1/deft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 MI120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0=0 oc bracing. REACTIONS (lb/size) 3=93/0-5-8,2=273/0-5-8,4=19/Mechanical Max Horz2=78(load case 5) Max Uplift3=-36(load case 5),2=-97(load case 5) Max Grav3=93(load case 1),2=286(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-57/27 BOT CHORD 2-4=0/0 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)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. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard „c3{ c.S, (4j . j,' late /i,e)t :a5 t CF +°3s' \ B2\ .' ' I j DATE. t?. ir0kel 71 November 29,2005 aNSE' 'i.� -A "'vv.,' ..- T p>., s. : ;k-°,' 4A0`x a.,.-, ;,�-- a€I a: -.: a; i :e `� WARNING- '�'�" - Verify design parameters and READ NOTES ON VHS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane �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 III 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 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. M ITeKm Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 J01 ROOF TRUSS 1 1 R19185953 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:10 2005 Page 1 -1-8-0 1-11-11 6-0-0 1-8-0 1-11-11 4-0-5 Scale=1:12.4 3 5.00 12 2 • • Im 4 2x4 MI120= 1-11-11 6-0-0 1-11-11 4-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.06 2-4 >999 240 MI120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.15 2-4 >457 180 BCLL 0.0 Rep Stress InaYES WB 0.00 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 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=30810-5-8,4=88/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-86(load case 5) Max Grav3=12(load case 1),2=354(load case 7),4=117(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). a LOAD CASE(S)Standard 1)Snow Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) 44 Vert:1-3=-64,2-4=-30(F=-10) :` AC ,OR E.4 EX 3 AATI ON DATE:05/30/05 November 29,2005 WARNING-Verify design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design vat f g or use only with MiTek connec}ors.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 theerector. the bility of the building designer.For al guidance regarding fati cation.qualitylcontrol,ptor ge.dermanent elivery,erection of the and bracstructure ing consult sibA SI/TPl1 Qualify Criteria,D58 89 and rBCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. M ITeK� i t Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185954 511202 J02 ROOF TRUSS 1 1 Job Reference o.tional BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:11 2005 Page 1 -1-8-0 I 3-11-11 6-0-0 1-8-0 I 3-11-11 3 2-0-5 0Scale=1:12.4 5.00 F1T 2 i - ffa 4. 16 1 L104 4 2x4 MI120= I 3-11-11 6-0-0 I I 3-11-11 2-0-5 TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) l/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 2-4 >999 240 M1120 220/195 TCDL 7.0 Lumber Increase 1.15 • BC 0.34 Vert(TL) -0.14 2-4 >503 180 BCLL 0.0 Rep Stress'nor YES WO 0.00 Horz(TL) -0.00 3 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 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=87/Mechanical,2=327/0-5-8,4=57/Mechanical Max Horz2=80(load case 5) Max Uplift3=-33(load case 5),2=-87(load case 5) Max Grav3=87(load case 1),2=354(load case 7),4=113(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-61/26 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • i /' �C t u),tS r., may` a, I it) r �, a /144 § fj ,,,,.0?' . C EXPIRATION D i.06/30106. I November 29,2005 IMIAIMM ma ', .:- F. ..:trr:° �,... :.n;:,�azoi :,,,,,,,,,,,,,,,,,-.....,r,,,....,,,,,,,,„.. . : . .. ;,:.,r, ,�..s ,?s 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 ERP 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 Ma 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/1911 Quality Criteria,D5B-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 Carriages AB-A1 511202 J03 ROOF TRUSS 1 1 R19185955 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:12 2005 Page 1 I -1-8-0I 5-11-11 6-9-0 1-8-0 5-11-113 0-0-5 6 Scale=1:16.6 • 5.0012 ►, 2 • I00 j'-' gr,i.j111111111111111111.1111111111111111111111111.11111E 1 ►� d ►� 4 2x4 M1120= I 5-11-11 610 5-11-11 0-0-5 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 0.46 Vert(LL) -0.06 2-4 >999 240 MI120 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-4 >492 180 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10,0 Code IBC2003ITPI2002 (Matrix) Weight:20 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=156/0-5-8,2=376/0-5-8,4=57/Mechanical Max Horz2=103(Ioad case 5) Max Uplift3=-65(load case 5),2=-96(load case 5) Max Grav3=156(load case 1),2=376(load case 1),4=114(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-80/48 BOT CHORD 2-4=0/0 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)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. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 5 1 c ' 1tA ' lav,'- F -r 1 $ • ff% - r'x PtFIAT)ONDATE:0613016T1 November 29,2005 .;.',,":' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIf- s 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 parameniers 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 regardingvia— fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/TPlI Quality Criteria,DSB-69.and BCSI1 Building Component M ITea Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. K� Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 J04 ROOF TRUSS 1 1 819165956 Job Reference o.tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:13 2005 Page 1 -1-8-0I 6-0-0 I 7-8-15 1-8-0 6-0-0 1-8-15 4 � 1' Scale=1:20.2 3 , d ,/ 5.00 12 W. W. ,- CS- .4.d 2 1 ,/ .... 011111, 5 2x4 MI120= I 6-0-0 I 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 2-5 >999 240 M1120 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-5 >503 180 TCDL 7.0 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 4 n/a n/a Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:22 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. REACTIONS (lb/size) 4=56/0-5-8,2=376/0-5-8,5=57/Mechanical,3=212/0-5-8 Max Horz2=126(load case 5) Max Uplift4=-24(load case 5),2=-86(load case 5),3=-91(load case 5) Max Grav4=56(load case 1),2=376(load case 1),5=113(load case 2),3=212(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-80/49,3-4=-17/17 BOT CHORD 2-5=0/0 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)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)4,3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ` �T 1. 1 A F .r:,„ f f \ s', p 17 #rPIi f }, 1:rsREi N ,q:; 1\ p)RAI I 0 NDATE:06/30/06) November 29,2005 Ilb 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 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 rr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1111 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/1811 Quality Criteria,DSB-89 and BCSI1 Building Component M iTe4 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. r• Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185957 511202 J05 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2611:27:14 2005 Page 1 -1-8-0 1-11-11 3 2-;• 1-8-0 1-11-11 0-i� I� Scale=1:8.4 5.001712 r 2 1,0 10.4 i all 4/1 isI d •. 1 ,, M 4 2x4 MI120= 1-11-11 2-p1-0 _ 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 M1120 220/195 (Roof Snow=25.0) TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight 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. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=239/0-5-8,4=19/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-97(load case 5) Max Grav3=12(load case 1),2=315(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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. . C:'.'.''kli:'''..4 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. .44CC:::::)''' 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard :1: :::;41:16:,II::-.4‘.1)1}'). a EXPIRATION DATE:06130106 November 29,2005 .;'1s= , WARRING-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 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 componentiviis 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 war" erector.Additional permanent bracing of the overall structure'a 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 iTele' Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al R19185958 511202 J06 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:15 2005 Page 1 -1-8-0 I 2-0-0 3-11-11 I 1-8-0 2-0-0 1-11-11 3 '' Scale=1:12.2 d 5.00 12 ,= v 6 2 ME 4 -, 4 2x4 MI120= 2-0-0I 3-11-12 I 2-0-0 1-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 VertLL -0.00 2 >999 240 M1120 220/195 TCDLSnow 2 7 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=93/0-5-8,2=273/0-5-8,4=19/Mechanical Max Horz2=78(load case 5) Max Uplift3=-36(load case 5),2=-97(load case 5) Max Grav3=93(load case 1),2=286(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=57/28 BOT CHORD 2-4=0/0 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)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. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard , „ , Fitt , .. EXPIRATIONDATE:061 /0 November 29,2005 m - `,,,,-. :�-.,-,.- _MEMINammemans.:',, ':sir . < 44z. Sir . . esA .,14,,,,n4,,,,, 'ttgr 7777 Greenback Lane WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. -.® 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,95610Y - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the +s erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardinga fabrication,quality control,storage,delivery,erection and bracing,consult .ANSI/TPII Qualify Criteria.DSB-89 and BCSII 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 Carriages AB-Al 511202 JOT ROOF TRUSS 1 1 R19185959 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:16 2005 Page 1 -1-8-0 I 1-11-11 1-8-0 5-6-0 1-11-11 3-6-5 i Scale=1:11.6 3 — )(5.00 HT u 2 i IT d 4 2x4 MI120= I 1-11-11 i 5-6-0 1-11-11 3-6-5 1 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) t/deft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.04 2-4 >999 240 MI120 220/195 TCDL Lumber Increase 1.15 7.0 BC 0.30 Vert(TL) -0.11 2-4 >597 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=300/0-5-8,4=80/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-88(load case 5) Max Grav3=12(load case 1),2=349(load case 7),4=107(load case 2) FORCES (Pb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B), LOAD CASE(S) Standard ' £�i� `� 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 t`t" Uniform Loads(plf) Vert:1-3=-64,2-4=-30(F=-10) ,, 1 n 07,„\,-/-„,' {V ��° , N i';::-.4 /::: /""\-' XP(RATION DATE:06130/013 November 29,2005 „ ' spm r: n.ns1'c : wz;*.,..,,- ,:t .: s ;,,-.-;..,r:: �- WARNING- II-7 4' �F.. :� Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE M37--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 a responsibility of building designer-not truss designer Bracing shown Citrus Heights,CA,95610IN is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of themoor erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onotrio Drive.Madison,WI 53719. MiTek® Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JQ2 ROOF TRUSS 1 1 R19185960 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:17 2005 Page 1 -1-8-0 I 3-11-11 3 5-6-0 1-8-0 3-11-11 1-6-5 Scale=1:12.2 5.00 FIY 2 As 1 so d 1 4 2x4 MI120= 3-11-11 5-6-0 3-11-11 1-6-5 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 0.46 Vert(LL) -0.04 2-4 >999 240 MII20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.09 2-4 >663 180 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=87/Mechanical,2=322/0-5-8,4=52/Mechanical Max Horz2=80(load case 5) Max Uplift3=33(load case 5),2=-89(load case 5) Max Grav3=87(load case 1),2=349(load case 7),4=103(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-61/26 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Q 1,& 3PE c'', EXPiRATiON DATE!06=;30/066 November 29,2005 z K•a:< 3r�. a.: w :°moi.. :' .tri?": � ••: - r'::: :' ' WARNING-yertfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. 7777 Greenback Lane ma valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 If Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,956101111 _ r+ 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 BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M ITek® Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 JQ3 JACK 1 1 819185961 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:182005 Page 1 1 •1-8-0 1 5-6-0 15-11-11 I 1-8-0 5-6-0 o-sr9 3 Scale=1:16.6 11 5.001-71-2 ' co r N 2 Cr WIlling 1 W. 5 2x4 MI120= 1 5-6-0 I 5-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 VertLL -0.04 2-5 >999 240 MI120 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.29 Vert(TL) -0.10 2-5 >647 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=360/0-5-8,5=52/Mechanical,3=181/0-1-8 Max Horz2=109(load case 5) Max Uplift2=-91(load case 5),3=-84(load case 5) Max Grav2=360(load case 1),5=104(load case 2),3=181(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-76/46,3-4=-24/0 BOT CHORD 2-5=0/0 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)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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. e, .D. I: r, ,f LOAD CASE(S) Standard ,. .I I)f< l 4/g*1 2- c.`3 � ii :#\\4. EXPIRATION OTE:06130/06 November 29,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE Mf1-7473 BEFORE USE. 7777 Greenback Lane •••••=0:11, 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 111111111111 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 BCSl1 Building Component M iTe 4 4 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply Polygon-Canterbury Carriages AB-A1 511202 JQ3A JACK 1 1 R19185962 • BMC West—Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:19 2005 Page 1 I -1.8-0 5-6-0 I 7-11-11 1-8-0 5-6-0 I 2-5-11 4 1 iQ Scale=1:20.6 d 3 5.00 FIT ill r 1 r7 2 1 I♦, 5 2x4 M1120= I 5-6-0 5-6-0 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.04 2-5 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.10 2-5 >647 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=79/0-1-8,2=362/0-5-8,5=52/Mechanical,3=224/0-1-8 Max Horz2=131(load case 5) Max Uplift4=-34(Ioad case 5),2=-83(load case 5),3=-96(load case 5) Max Grav4=79(load case 1),2=362(load case 1),5=104(load case 2),3=224(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-77/45,3-4=-24/24 BOT CHORD 2-5=0/0 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)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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,3. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/7P11. ' LOAD CASE(S) Standard c: ' INk 5 > 16,615PE P( ATlo DATE:0613010 6 November 29,2005 ,{� WARNING- design .. E, PAGE 7: BEFORE Verify de rgn parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEUSE. 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. Suite 109 w� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the row i erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component ek/ Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. M ITa^® Job Truss Truss Type Oty Ply Polygon-Canterbury Carriages AB-A1 511202 JQ4 ROOF TRUSS 1 1 R19185963 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:20 2005 Page 1 1 -1-8-0 I 1-11-11 3 2- 0 1-8-0 1-11-11 0- 5 Scale=1:8.4 5.0012 L 2 CE. - 0111 1 4 2x4 MI120= i 1-11.11 2-ft0 1-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 M1120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 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. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=12/Mechanical,2=239/0-5-8,4=19/Mechanical Max Horz2=55(load case 5) Max Uplift3=-74(load case 7),2=-97(load case 5) Max Grav3=12(load case 1),2=315(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-45/2 BOT CHORD 2-4=0/0 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)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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ' T;Ite t}• ,C--'1i ' .';' A, v.-':, \ "1, b0� E .,-",7-1 / fQ kQ ' r /9 p ' iZ Cw r a \ I ; I A1fO DATE:t5';t`,flt> November 29,2005 ,y .s.Qw\W. :• -.. h > 9u,,,,, >: IE •, . WARNING Verifydesign 7777 ^`"-�' �` 't` gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE.ui 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 I 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 MiTek* Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. f Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 JQ5 ROOF TRUSS 1 1 R19185964 BMC West-Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:21 2005 Page 1 -1-8-0 2-0-0 3-11-11 1-8-0 2-0-0 1-11-11 '' Il Scale=1:12.2 III 5.00 12 r- 2 :i ,/ 4 2x4 MI120= I 1-9-8 I 3-11-11 I 1-9-8 2-2-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 2 >999 240 MII20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003rTP12002 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 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=101/Mechanical,2=278/0-5-8,4=19/Mechanical Max Horz2=81(load case 5) Max Uplift3=-40(load case 5),2=-98(load case 5) Max Grav3=101(load case 1),2=285(load case 7),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-59/30 BOT CHORD 2-4=0/0 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)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 fora 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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standardt 'D PROP r /,/ . Q • - �� y' j 6f f A'f-,T (''TION DATE:E'06/30`0= November 29,2005 11 �. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ssme. 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 M1 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 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison-WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185965 511202 K1 ROOF TRUSS 3 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:22 2005 Page 1 1 -1-8-0 1 5-10-12 I 11-9-8 I 13-5-8 1-8-0 5-10-12 5-10-12 1-8-0 Scale=1:24.5 4x4 MI120= filli 5.00 Fri 2 4 5 Id 3x4 MI120= 6 „ 1.5x4 MII20 II 3x4 MI120= I 5-10-12 1 11-9-8 5-10-12 s-10-1z Plate Offsets(X,Y): [2:0-1-12,0-1-8],X4:0-1-12,0-1-81 LO TCLL ADING(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 0.46 Vert(LL) -0.03 4-6 >999 240 MI120 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.07 4-6 >999 180 BCLL 0,0 Rep Stress InaYES WB 0.14 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:40 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. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=597/0-5-8,4=597/0-5-8 Max Horz2=53(load case 7) Max Uplift2=-119(load case 7),4=-119(load case 8) Max Grav2=745(load case 2),4=745(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-722/49,3-4=-722/49,4-5=0/71 BOT CHORD 2-6=-7/599,4-6=-7/599 WEBS 3-6=0/256 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)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. P rr 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fit.. ( y ,^ LOAD CASE(S) Standard .'4,,:;\ ry \4(3r r ,:'t4 ; acs) �., H, 14.A ss.1\ \ XP1RATI 0 N DATE:06/3 1 6 1 November 29,2005 uu: ;"us, W5y:q.r 3-. -.::• c,5:•:,.--,v1-. .,.• R= w°.,r vx;a. s, >.... 4444 rv,: 58'9- ."55 $ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mtt-7493 BEFORE USE. 7777 Greenback Lane ip Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. - Suite 109II ff Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown Citrus Heights,CA,95610 r is for lateral support of individual web members only:Additional temporary bracing to insure stability during construction is the responsibillity of the motor 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/TPIT Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MiTek® Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 K2 ROOF TRUSS 5 1 R19185966 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:23 2005 Page 1 I 5-10-12 11-9-8 5-10-12 I 5-10-12 4x4 MII20= Scale=1:20.6 2 5.00 12 :„...iiiiiiiiiiiidiiiiiiiiii._ 1 3 i aii — ` I0- 4 3x5 M1120= 1.5x4 MI120 II 3x5 M1120= I 5-10-12 I 11-9-8 5-10.12 5-10-12 l Plate Offsets(X,Y): [1:0-2-4,0-1-8],[3:0-2-4,0-1-8] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.42 Vert(LL) -0.06 3-4 >999 240 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.10 3-4 >999 180 BCLL 0.0 Rep Stress Ina' YES WB 0.15 Horz(TL) 0.01 3 n/a n/a BCDL 10,0 Code IBC2003/rPI2002 (Matrix) Weight:35 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. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=476/0-5-8,3=476/0-5-8 Max Horz1=33(load case 8) Max Upliftl=-48(load case 7),3=-48(load case 8) Max Grav1=547(load case 2),3=547(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-791/75,2-3=-791/75 BOT CHORD 1-4=-40/667,3-4=-40/667 WEBS 2-4=0/263 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)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 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. ` • 4.at 0,` LOAD CASE(S) Standard 4. si7,7,1 1 EXP;RATION ATE: :15r;30T/ld i November 29,2005 tomis :: ,,, . u :•rM rs .... WARNINGVerily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI!-'/473 BEFORE USE. 7777 Greenback Lane .. ....go 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of their erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ia fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria.D5B-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. MiTek. K® 1 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 KG ROOF TRUSS R19185967 1 1 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference ..tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:24 2005 Page 1 3-5-118-3-13 1 3-5-11 1 5-10-12N-9-8 1 2-5-1 2-5-1 3-5-11 4x4 MI120= Scale=1:30.0 5.00171Y 3 3x4 M1120c= II 3x4 M1120� 2 4 3x4 M II20 11 .\ 3x4 M 1120 I I - 1 5 or NI ad he d ci (V az EMI 1 MI no 1./ IM 8 7 OM 4x5 MI120= 3x4 MI120= 3x4 MI120= 43-6 4x5 MI120= 7-6-2 1 11-9-8 1 1 43-6 3-2-12 1 LOADING(psf) 43� TCLL 25.0 SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.53 Vert(LL) -0.02 7-8 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.05 6-7 >999 180 BCLL 0,0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:66 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, except BOT CHORD 2 X 6 DF No.2 WEBS 2 X 3 SPF Stud *Except* end verticals. 1-9 2 X 4 DF No.2,5-6 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=1467/0-5-8,6=1467/0-5-8 Max Horz9=-52(load case 5) Max Uplift9=-206(load case 7),6=-206(load case 8) Max Grav9=1538(load case 2),6=1538(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-269/74,2-3=-1239/215,3-4=-1239/215,4-5=-269/74,1-9=-268/66,5-6=-268/66 BOT CHORD 8-90-146/1042,7-8=-128/970,6-7=-143/1042 WEBS 2-8=-35/459,3-8=-87/474,3-70-87/474,4-7=-35/459,2-9=-1221/153,460-1221/153 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S.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)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 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)Girder carries tie-in span(s):10-7-4 from 0-0-0 to 11-9-8 dY } 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, f � t f ," . 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 #. Uniform Loads(plf) Vert:1-3=-64,3-5=-64,6-9=-191(F=-171) ' ,R $ EXPIRATION Al '06130/06 November 29,2005 INCLUDED E ERE YES'PAGE BEFORE Greenback Lane WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIFT473 BEPORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 7777 Greenback La ��m Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Suite 109 is for lateral supportCitrus Heights,CA,956102, r of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11,111111 regarding erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regard fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSIl Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. M ITe^4 ° r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 KGE COMMON 1 1 819185968 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:25 2005 Page 1 -1-8-0 l 1 5-10-12 1-8-0 5-10-12 i 11-9-8 l 135-8 i 5-10-12 1-8-0 Scale=1:24.5 4x4 M1120= 3 1.5x4 MI120 I1 500 12 Mk 1.5x4 M1120 I r Y .daidigigi 2 i 4 A r 11 11 1 1.5x4 MII20 I I 1.5x4 M112011 5 3x4 MI120= 6 1.5x4 M1120 I I 3x4 MII20= 1 5-10-12 11-9-8 I 5-10-12 5-10-12 Plate Offsets(X,Y): [2:0-1-12,0-1-8],[4:0-1-12,0-1-8] 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 0.53 Vert(LL) -0.03 4-6 >999 240 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.07 4-6 >999 180 BCLL 0.0 Rep Stress InaNO WB 0.12 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:44 lb LUMBER TOP CHORD 2 X 4 DF No.2 BRACING BOT CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. WEBS 2X 4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=597/0-5-8,4=597/0-5-8 Max Horz2=53(load case 7) Max Uplift2=-119(load case 7),4=-119(load case 8) Max Grav2=745(load case 2),4=745(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-722/49,3-4=-722/49,4-5=0/71 BOT CHORD 2-6=-7/599,4-6=-7/599 WEBS 3-6=0/256 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. 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. .-�r ( 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. w fi� �f 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ,t v 8)Gable studs spaced at 2-0-0 oc. ] � ' 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � LOAD CASE(S) Standard I, ' C I , . \t•,, L X kli; TIOf D 31161 �u November 29,2005 WARNING- D M�'.as,'�"E EaE CE-; :,,,,,4: BEFORE USE. 7777 Greenback Lane y , .�® 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 - --_ ierector.s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1 111 fabrication,qualitycontrol. permanent bracing e delivery.erection of the structure is the and bracing,conresponsibility ult sibANSI/TPIt Quaof the lity Criteriing a,DSB-8ner.For 9 and BCSII Building Component k/ Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. M ITe � Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 L ROOF TRUSS 1 1 R19185969 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:26 2005 Page 1 -1-8-0 Sao 1-8-0 5-3-0 101 12-2-0-6-0 I 5-3-0 1-8-0 Scale=1:22.4 4x4 MI120= 3 5.00 12 2 q li 1 p 5 6 3x4 MI120=. 1.5x4 MI120 II 3x4 M1120= I 5-3-0 10-6-0 I I 5-3-0 5-3-0 Plate Offsets(X,Y): [2:0-1-12,0-1-8],[4:0-1-12,0-1-8] 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 0.46 Vert(LL) 0.02 4-6 >999 240 MI120 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.04 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:36 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT 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) 2=543/0-5-8,4=543/0-5-8 Max Horz2=-50(load case 8) Max Uplift2=-115(load case 7),4=-115(load case 8) Max Grav2=684(load case 2),4=684(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-618/37,3-4=-618/37,4-5=0/71 BOT CHORD 2-6=0/509,4-6=0/509 WEBS 3-6=0/224 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)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 s; ` ' 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , " 1N `.. .2 ,''ter''` TA r y ' LOAD CASE(S)Standard /.fir .d'A: N '• , ., November 29,2005 GIMSORAV�y - a" :sir'.ai ;'..1>>s .- S. :� ::e.. .. �i -,;a:. ^:rs. -'",',""°'','":::. ate a 1 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. 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 11 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,D5B-89 and BCSIt Building Component M iTe4 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 L1 ROOF TRUSS 5 1 819185970 Job Reference(optional) BMC West--She ood,Sherwood,Or. 97140 w 6.100 s Sep 17 2004 MiTek Industries Inc. Mon Nov 28 11:27:27 2005 Page 1 I 5-3-0 I 10-6-0 I 5-3-0 5-3-0 4x4 M1120= Scale=1:18.9 2 5.00 FIT 1 3 Ii ♦ 4 1.5x4 MI120 I I 3x4 MI120= 3x4 MI120= I 5-3-0 I 10-6-0 l 5-3-0 5-3-0 Plate Offsets(X,Y): [1:0-1-12,0-1-8],[3:0-1-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.04 1-4 >999 240 MII20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.07 1-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:32 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. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=422/0-5-8,3=422/0-5-8 Max Horz1=-30(load case 8) Max Uplift1=-43(load case 7),3=-43(load case 8) Max Grav1=485(load case 2),3=485(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-695/66,2-3=-695/66 BOT CHORD 1-4=-35/585,3-4=-35/585 WEBS 2-4=0/232 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)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 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 ANSUTPI 1. G' Csq , LOAD CASE(S) Standard .,c^ 0 ] 1' -0 ,r 1 1/7 I.f /Fg' /} 6: v.,,,,,,, [ . PIRATI N DATE: 06/ 1-1f3Q November 29,2005 camx :'tt. w � mi t _: ' -� "7411199MODWART998829NanDESDLf4u,,=i ,.,.,., _. �:.le, . :`ata:%, AatkalrAMMEED 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. Sure 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 MYUIR 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 BCSII Building Component M iTekm Solely Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 LG ROOF TRUSS 1 1 R19185971 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:28 2005 Page 1 I 5-3-0 I 10-6-0 5-3-0 5-3-0 4x4 MI120= Scale=1:24.7 2 5.00 FIT 6x6 M1120 6x6MII20� • 1 3 _ kmml,„„„„,„„,„„„„„,___ zuril fill ._ 6, M/ 5 OM 3x6 MI120 II 6x10 M1120H= 3x6 MII20 I I 5-3-0 I 10-6-0 I 5-3-0 5-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.03 5-6 >999 240 MI120 197/144 (Roof Snow=25.0) TCDL 7,0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.06 5-6 >999 180 MII2OH 148/108 BCLL 0.0 Rep Stress InaNO WB 0.49 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:51 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 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 10-0-0 oc bracing. 1-62X4 DF No.2,3-42X4DFNo.2 REACTIONS (lb/size) 6=1230/0-5-8,4=1230/0-5-8 Max Horz6=-33(load case 5) Max Uplift6=-173(Ioad case 7),4=-173(load case 8) Max Grav6=1294(load case 2),4=1294(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1222/183,2-3=-1222/184,1-6=-855/131,3-4=-855/131 BOT CHORD 5-6=-91/438,4-5=-64/438 WEBS 2-5=-49/593,1-5=-98/816,3-5=-99/816 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)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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ` .;) P. -- 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \� 8)Girder carries tie-in span(s):9-11-4 from 0-0-0 to 10-6-0 C' 1 ,�( 1 d 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ; z° LOAD CASE(S) Standard ° s T 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 '` Uniform Loads(pit) a) R Vert:1-2=-64,2-3=-64,4-6=-177(F=-157) - ,, 1<"(Z 4;70 g21,:,,2`,0,, ` (-EXPIRATION DATE:0O,,3 ( j November 29,2005 en ii.,,,siiiii,i i, v, I ., .'w r ,,, MA"rem ,,� : :. A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane �um• M7 Design valid for use only with ek connectors-This design is based only upon parameters shown,and a for an individual building component. Cure 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 rw is lateralfor suwilirkpar....kirpport of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erectector.r. 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/TPl1 Quality Criteria,056-89 and BC511 Building Component M iTekr Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 LGE COMMON 1 1 R19185972 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:29 2005 Page 1 1 -1-8-0 1 5-3-0 I 10-6-0 1 12-2-0 I 1-8-0 5-3-0 5-3-0 1-8-0 Scale=1:22.4 4x4 MI120= 3 1.5x4 MII20 11 1.5x4 MII20 11 odd 2 5.00 12 4 - Ia 1 1.5x4 MI120 11 6 1.5x4 MI120 11 5 3x4 MII20= 1.5x4 MII20 13x4 MI120= 5-30 10-6-0 I 5-3-0 5-3-0 Plate Offsets(X,Y): [2:0-1-12,0-1-8],[4:0-1-12,0-1-8] TCLL LOADING(psf)5.0 ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.53 Vert(LL) 0.02 2-6 >999 240 MII20 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.04 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:40 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. WEBS 2X4HFStd OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=543/0-5-8,4=543/0-5-8 Max Horz2=-50(load case 8) Max Uplift2=-115(load case 7),4=-115(load case 8) Max Grav2=684(load case 2),4=684(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-618/37,3-4=-618/37,4-5=0/71 BOT CHORD 2-6=0/509,4-6=0/509 WEBS 3-6=0/224 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. 4)Unbalanced snow loads have been considered for this design. ) 7 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. , 'r :i( ``.�' - 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,' /,,,r7? Ca,� 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. -,..r. 8)Gable studs spaced at 2-0-0 oc. - r ( 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / LOAD CASE(S) Standard - E SON q,. '1119, c],9. r:•'43' ) ; [I0 N DATE:o613717t , November 29,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane imiono® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109IP 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 MIR 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 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. M iTef,4!ti Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 511202 M1 COMMON 1 1 819185973 Job Reference o.tional BMC West--Sherwood,Sherwood,Or. 97140 6,100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:30 2005 Page 1 -1"a-0 I 5-2-12 1- 10-58 I 12-1-8 1-8-0 5-2-12 5-2-12 1-8-0 Scale=1:22.4 4x4 MI120= 3 5.00 12 — 2 4 t 164- -41,- -.op- 5o 3x4 MI120= 1.5x4 MI120 II 3x4 MII20= I 5-2-12 1 10-5-8 5-2-12 5-2-12 Plate Offsets(X,Y): [2:0-1-12,0-1-8],[4:0-1-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert LL 0.02 2-6 >999 240 MI120 197/144 (Roof Snow 257.0 .0) Lumber Increase 1.15 BC 0.20 Vert(TL) -0.04 2-6 >999 180 BCLDL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:36 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. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=541/0-5-8,4=541/0-5-8 Max Horz2=-49(load case 8) Max Uplift2=-114(load case 7),4=-114(load case 8) Max Grav2=682(load case 2),4=682(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-615/37,3-4=-615/37,4-5=0/71 BOT CHORD 2-6=0/506,4-6=0/506 WEBS 3-6=0/223 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S.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)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. r s 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1E.,1,":4,---1.'7,4":11,k j fa r x `'« LOAD CASE(S) Standard ;' • f� Q: 1 68JI PL y if , (-EXPIRATION OWE:06130/90 November 29,2005 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 Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenterr and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95670 ewe is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Ili 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,D5B-89 and BCSI1 Building Component l�//m Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. M ITeR Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 M2 COMMON 1 1 R19185974 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:31 2005 Page 1 I 4-9-4 10-0-0 4-9-4 I 11-8-0 5-2-12 1-8-0 Scale=1:19.3 4x4 MI120= 2 5.00171Z n— _ 3 Ia3x6 MII20 I 4 5 3x4 MI120= - 1.5x4 MII20-I I 3x4 M 1120= I 49-4 I 10-0-0 4-9-4 I 5-2-12 Plate Offsets(X,Y): [1:0-0-2,0-0-12],[1:0-1-1,0-6-6],[3:0-1-12,0-1-8] LOADING(psf) TCLL 25,0 SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.03 1-5 >999 240 MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.05 1-5 >999 180 BOLL 0.0 Rep Stress'nor YES WB 0.12 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:33 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. WEBS 2 X 3 SPF Stud WEDGE Left:2 X 4 HF Std REACTIONS (lb/size) 1=394/0-2-8,3=539/0-5-8 Max Horz1=-58(load case 8) Max Upliftl=-38(load case 7),3=-115(load case 8) Max Grav1=457(load case 2),3=676(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-615/43,2-3=-615/58,3-4=0/71 BOT CHORD 1-5=-18/506,3-5=-18/506 WEBS 2-5=0/219 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)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. c�,„ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r '^ G ' 42(I'l'E 6'f,' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ri '. ' , ' 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3 t UO P E 1— LOAD CASE(S) Standard „Ey t 1 , 1 ; A.� .� A. EXPIRATION DAT;Os139106 November 29,2005 WARNING- USE. .-^a ;: � ,1,,, ,.q• .. 1: Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGEM11-7473 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 -rr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I nalliii erector. Additionalfabrication,quality con control,storage,dermanent eiivery,erection and bracing,consulof the overall structure is the responsibility AS/Tell Qualify Criteridesia,DSB-8er.For 9 and rBCal SI1 Buildinuidance g Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 9 p M iTek® • 1` Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 MG MONO HIP 1 1 819185975 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 S Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:33 2005 Page 1 1 1-8-2 I I 3-11-11 I 7-7-12 10-0-0 1-8-12 2-2-15 3-5- I 1 2-4-4 4 Scale=1:17.5 5.00 Fir 4x8 MI120G X 3x4 M1120= 3x10 M1120= - 3x4 M112011 2 3 11 5 6 7 ille. _____ _ o e 10 9 6x6M1120= 5x6 M1120= 5x5 MII20= 4x8 MI120= I 1-8-12 5-9-11 1-8-12 I I 10-0-0 I 4-0-15 4-2-5 Plate Offsets(X,Y): [1:0-0-1,0-1-4],[9:0-2-0,0-3-4] 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 0.85 Vert(LL) -0.12 9-10 >997 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.23 9-10 >506 180 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:51 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 X TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, except BOT CHORD 2 X 6 DF 2400E 1.7E end verticals. WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. 6-8 2 X 6 DF No.2,2-10 2 X 3 SPF Stud REACTIONS (lb/size) 1=2004/0-2-8,8=1973/0-5-8 Max Horz1=55(Ioad case 7) Max Uplift1=-328(load case 5),8=-337(load case 5) Max Grav1=2116(Ioad case 2),8=2002(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4361/709,2-4=-110/0,2-3=-3852/691,3-11=-5159/896,5-11=-5159/896,5-6=-746/121,6-7=0/0,6-8=-190/36 BOT CHORD 1-10=-700/4007,9-10=-905/4850,8-9=-572/3189 WEBS 2-10=-203/1455,3-10=-1207/250,3-9=-58/710,5-9=-352/2379,5-8=-2662/505 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a S= i 3` 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. c (j ''.:6101 ,, 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. „? �`La ' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , C Y' 9)Girder carries tie-in span(s):17-0-0 from 0-5-8 to 10-5-8 r t t , 10)Design assumes 4x2(flat orientation) - f" purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. # 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B), ' t pp 1g'f" LOAD CASE(S)Standard { , ,' 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 r `y 3F>' ,S'' Uniform Loads(plf) ,, /, 7 , Vert:1-2=-64,2-4=-64,2-6=-64,6-7=64,1-8=-331(F=-311) ( $j> ,,r--, : ' t ;. E PI A' I0` DAF. 00,'30,`16 November 29,2005 s e,--1 .� ` w- s nxs' ,, w ' _ai — .A'S'::A A �: .u;:aAae: � WARNING-Verify design - ;:'•- £,,,;�;.x .anr g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 1111/ 7777 Greenback Lane wm Design valid for use only with Mick 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 row rio is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the II erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardinglegra fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPI,Quality Criteria,DSB-89 and BCSIt Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. MiTek* Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 MGE ROOF TRUSS 1 1 R19185976 BMC West-Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:34 2005 Page 1 I -1-8-0 I 5-2-12 I 10-5-8 12-1-8 1-8-0 5-2-12 5-2-12 1 1-8-0 Scale=1:22.4 4x4 M1120= 4 1.5x4 MI120 I , - - - 5.00 12 2 1.5x4 M1120 I 3 5 r Y 2 6 1ddlil4 1 .• �►�, 7 ld a•:❖:❖:•:0.......••0 000::!••• •..•:.••••O••O•••X.,:0•••,••00•• 4'.:•,•,O••O•,•,0•:0.0.0•O••❖•••�ti• .ti e•..toe.•..•.•.•.•.•..�;�o 3x4 M1120= 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 I1 3x4 MI120= 1 10-5-8 10-5-8 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 7 n/r 120 MI120 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.04 7 n/r 90 BOLL 7.0 BOLL 0.0 Rep Stress[nor NO WB 0.04 Horz(TL) 0.00 6 n/a n/a Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:40 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=257/10-5-8,6=257/10-5-8,9=125/10-5-8,10=227/10-5-8,8=227/10-5-8 Max Horz2=-49(load case 8) Max Uplift2=-92(load case 7),6=-100(load case 8),10=-25(load case 7),8=-24(load case 8) Max Grav2=374(load case 2),6=374(load case 3),9=125(load case 1),10=316(load case 2),8=316(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-74/49,3-4=-55/56,4-5=-55/51,5-6=-74/49,6-7=0/70 BOT CHORD 2-10=0/41,9-10=0/41,8-9=0/41,6-8=0/41 WEBS 4-9=-93/7,3-10=-267/65,5-8=-267/65 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S,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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ( ,)) PR'3'C-. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. r �$ ti 8)Gable requires continuous bottom chord bearing. c4(t�4 $ ' 9)Gable studs spaced at 2-0-0 oc. a '6 / 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t- ) LOAD CASE(S)Standard ,14,l r-'4 -3 1 "c'4,? `:\ '`�".,, '4€.....EX I RAI iON DATE:06/38/06 j November 29,2005 -a `.!8[t :_ , .. , db.:..,. - ""an ^ .:..:r-, A ".,',..ViWaa SW- t5 ,N v "-, ,a. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane �Ss 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 - r_ 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/IP!'Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. iTek , Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185977 511202 N1 ROOF TRUSS 3 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:35 2005 Page 1 1 -1-8-0 1 5-0-0 I 10-0-0 1 11-8-0 1-8-0 5-0-0 5-0-0 1-8-0 Scale=1:21.6 4x4 MI120= 3 5.00 FIT - c 2 4 I `' Id 1 5 6 3x4 MI120= 1.5x4 M1120 I I 3x4 M1120= I 5-0-0 1 10-0-0 1 5-0-0 5-0-0 Plate Offsets(X,Y): [2:0-1-12,0-1-8],[4:0-1-12,0-1-8] TOL DING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) 0.02 2-6 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.03 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 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 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. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=522/0-5-8,4=522/0-5-8 Max Horz2=48(load case 7) Max Uplift2=-113(load case 7),4=-113(load case 8) Max Grav2=661(load case 2),4=661(load case 3) . FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-577/33,3-4=-577/32,4-5=0/71 BOT CHORD 2-6=0/473,4-6=0/473 WEBS 3-6=0/212 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)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. 4'6.0' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' ]j ,,,,,,:.-5` LOAD CASE(S)Standard c f,� TY s 4 �X ]r3§)ioNDATE,06130,106 November 29,2005 ' ,.; 11F...,' . i° ::s :rase'''€' .v, ,1,4 _; ,.,:.. e4,a_; ,' i 90" ' r , ,,°c L ., . ,:_ma...,� 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 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 isr torA support ofma individualtweb members only.Additional temporarye responsibility bracing to insure stability duringner. construction the resegardinig 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 BCS11 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 Carriages AB-A1 511202 NG COMMON 1 1 R19185978 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:36 2005 Page 1 5-0-0 10-0-0 5-0-0 I 5-0-0 4x4 MI120= Scale=1:18.3 2 5.00 12 u• ri 1 3 4{ — - I0- 4 3x6 MI120= 3x8 MII20 II 3x6 MII20= 5-0-0 5-0-0 10-0-0 I I 5-0-0 Plate Offsets(X,Y): [1:0-2-4,0-0-14],[3:0-2-4,0-0-14] 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 0.46 Vert(LL) -0.06 1-4 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.12 1-4 >993 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:38 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=1521/0-2-8,3=1521/0-2-8 Max Horz1=-27(Ioad case 8) Max Upliftl=-225(load case 7),3=-225(load case 8) Max Grav1=1582(load case 2),3=1582(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2394/347,2-3=-2394/347 BOT CHORD 1-4=-298/2178,3-4=-298/2178 WEBS 2-4=-170/1430 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)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 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1,3, C.` 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. ,,z 8)Girder carries tie-in span(s):13-0-0 from 0-0-0 to 10-0-0 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). CC. LOAD CASE(S) Standard ' E 1 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Ig Vert:1-3=-247(F=-227),1-2=-64,2-3=-64 srr f f<` a� ]IA EXPIRATION DATE:06130/05 November 29,2005 WARNING Vere design .. Gx -22e2�' A `"= ."'T „; ^`.a ':22 a ' ,.'e � e'. Verify g parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Wick connectors.This design is based only upon parameters shown.and is for an individual building component. 0�1�� 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 1111tglaal 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 BCSII Building Component M ^ eSafety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. ITa 1` Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185979 511202 NGE ROOF TRUSS 1 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 172004 MiTek Industries,Inc. Mon Nov 28 11:27:37 2005 Page 1 1 '1'6-0 I 5-0-0 —1 10-0-0 I 11-8-0 1-8-0 5-0-0 5-0-0 1-8-0 Scale=1:21.6 4x4 MI120= 4 5.00 12 5 1-5x4 MII20 Iilli 1.5x4 MII20II 3 I r 2 6 d.. n_iiiiimiliminumumil II iiiii,...4444 I; 3x4 MI120= •••♦••••••••••• 1.5x4 M112011 ♦•• •1.5x4 MII20 II•••••••••• 1.5x4 M1120 II 3x4 M1120= I 10-0-0 I 10-0-0 TCLL OADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 7 n/r 120 M1120 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.04 7 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:38 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 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=252/10-0-0,6=252/10-0-0,9=139/10-0-0,10=205/10-0-0,8=205/10-0-0 Max Horz2=48(load case 7) Max Uplift2=-92(load case 7),6=-101(load case 8),9=-1(load case 7),10=-20(load case 7),8=-19(Ioad case 8) Max Grav2=367(load case 2),6=367(load case 3),9=139(load case 1),10=287(load case 2),8=287(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-72/43,3-4=-53/54,4-5=-53/48,5-6=-72/43,6-7=0/70 BOT CHORD 2-10=0/40,9-10=0/40,8-9=0/40,6-8=0/40 WEBS 4-9=-102/10,3-10=-247/60,5-8=-247/59 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. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -.H 7, 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. C , 8)Gable requires continuous bottom chord bearing. 4 'u > 9)Gable studs spaced at 2-0-0 oc. ," y^ i s, 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. : \_. LOAD CASE(S) Standard .,r < " , g� "1s:r1,, ,- 43 r ,;. X RAT! DATA-.=3 5;'30:'(101 November 29,2005 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 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,95610M�- is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the AVMS 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 Mate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 01 ROOF TRUSS 6 1 R19185980 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:38 2005 Page 1 I 7-10-0 I 9-8-0 7-10-0 1-10-0 5x8 MII20= Scale=1:23.7 2 2x4 MI120 II 5.00 12 • „ 3 d N .1,12 5 4 3x8 MI120= 1.5x4 M1120// 3x4 MI120= 57-4 1 9-8-0 5-7-4 4-0-12 Plate Offsets(X,Y): [1:0-4-2,0-1-8] LOADING(pat) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.08 1-5 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.13 1-5 >845 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 4 n/a n/a Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except 2-3 2 X 4 DF 1800F 1.6E 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 4 HF Std *Except* 2-5 2 X 3 SPF Stud REACTIONS (Ib/size) 1=393/Mechanical,4=393/Mechanical Max Horz1=85(load case 6) Max Upliftl=-48(load case 7),4=-47(load case 7) Max Grav1=537(load case 2),4=425(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-673/41,2-3=-43/169,3-4=-76/335 BOT CHORD 1-5=-27/491,4-5=-54/340 WEBS 2-5=0/281,2-4=-848/166 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tic 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. ,'" tA (pr 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ^za LOAD CASE(S) Standard ' 1. 0!O P E C6z�h (r ; ` a; LE XP RATI 0 NI DAF 06130,`l 61 November 29,2005 lamt o:-' =§ ..".%s`@1a.? ., .v..:'£" )XY.>�. '^'w,; a'.."'. 4.r,,,, '7,..‘v„ e-'P°'?w ' -rss mm; ;3a5: .^A WARNING”Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MN-7473 BEFORE USE. 7777 Greenback Lane 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 109il 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 �S regard 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 BCSII Building Component M iTek° Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. is Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 OG MONO CAL HIP 1 1 R19185981 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 S Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:39 2005 Page 1 I 5-6-8 IS-11-111 9-8-0 5-6-8 0-5-3 3-8-5 6x6 M1120= Scale=1:19.6 2 3x4 M 1120 11 1 8 3 4 5.0012 dime IIIN NI N J12g 1 5 MIr ►/ 6 9 10 5 3x6 MI120= 2x4 M1120 II 4x4 MI120= 1 5-6-8 9-8-0 5-6-8 I I 4-1-8 Plate Offsets(X,V): [1:0-0-8,0-0-2],[2:0-3-0,0-1-12] 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 0.93 Vert(LL) -0.03 1-6 >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.06 1-6 >999 180 BCLL 0.0 Rep Stress Ina: NO WB 0.68 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003rrPI2002 (Matrix) Weight:41 lb 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 6 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) 1=629/0-5-8,5=811/Mechanical Max Horz1=71(load case 6) Max Uplift/=-71(load case 7),5=-155(load case 6) Max Grav1=716(load case 2),5=840(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1177/176,2-7=-77/33,7-8=-77/33,3-8=-77/33,3-4=0/0,3-5=-309/86 BOT CHORD 1-6=-181/1003,6-9=-186/992,9-10=-186/992,5-10=-186/992 WEBS 2-6=0/309,2-5=1101/191 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)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. b* 4`F, 7)Refer to girder(s)for truss to truss connections. k-- 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c ] a�' 9)Girder carries hip end with 6-0-0 end setback. 10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)288lb down and 1251b up- .j 1- 7 i. ' 5-7-12 on top chord. The design/selection of such special connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard lr f< >` Cn 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 r, , 3 Uniform Loads(plf) '448 i r Vert:1-2=-64,2-7=-64,3-7=-121,3-4=-64,1-5=-38(F=-18) A. . 8gR` <, Continued on page 2 EXPIRATION DATE:06,130/06_1 November 29,2005 588 86 vl :v—n,1,,,,,P, - .' ;: -.!ar . m� , a,.' � '�?r, " , ,. z A WARNING-Ve - "- 7-r j„r] r;fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 regardingIII fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/T9I1 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 Carriages AB-A1 511202 OG MONO CAL I-t 1 1 IP 819185981 BMC West—Sherwood,Sherwood,Or. 97140 Job Reference o•tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:39 2005 Page 2 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:2=-288 • k„ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane fp 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 r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Walla 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/TPI I Quality Criteria,DSB-89 and BCSII Building Component M iTe4 6 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. n r Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-Al 511202 P1 COMMON 1 1 R19185983 BMC West--Sherwood,Sherwood,Or. 97140 Job Reference o.tional 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:41 2005 Page 1 I -1-8-0 I 5-6-12 1-8-0 -I 11-1-8 I 12-9-8 I 5-6-12 5-6-12 1-8-0 Scale=1:23.4 4x4 MI120= 3 5.00 12 r' 2 4 WI 17t d _ 5 - 6 3x4 MII20= 1.5x4 MI120 II 3x4 M1120= I 5-6-12 I 11-1-8 5-6-12 I 5-6-12 Plate Offsets(X,Y): [2:0-1-2,0-0-2],[4:0-1-2,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.02 4-6 >999 240 MII20 185/148 (Roof Snow 2 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.05 4-6 >999 180 7.0 TCDL 7.0 BCLL 0.0 Rep Stress Ina- NO WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 OF 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. WEBS 2X4HFStd REACTIONS (lb/size) 2=569/0-5-8,4=569/0-5-8 Max Horz2=-51(load case 8) Max Uplift2=-117(load case 7),4=117(Ioad case 8) Max Grav2=713(load case 2),4=713(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=-669/43,3-4=-669/43,4-5=0/71 BOT CHORD 2-6=-3/553,4-6=-3/553 WEBS 3-6=0/240 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)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< 7)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. ' ,�r yl ✓' r> LOAD CASE(S) Standard N � I is , F1 ,&"1 giFFIATiO N DATE:06/30:06 November 29,2005 PA i� ?_` .' . WARNING-Verify des'gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ADI-7473473 BEFORE USE. 7777 Greenback Lane mm® REFER 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 ff 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 8 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSII Building Component M iTe Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Carriages AB-A1 R19185984 511202 PGE COMMON 1 1 Job Reference o.tional BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 2811:27:42 2005 Page 1 l -1-8-0 I 5-6-12 I 11-1-8 I 12-9-8 1-8-0 5-6-12 5-6-12 1-8-0 Scale=1:23.4 4x4 MI120= 3 1.5x4.M1120 II 1.5x4 MII20 II Ilird 2 5.00 12 4 14 1 5 0 = 1.5x4 M1120 I 6 1.5x4 M1120 II \ 3x4 MI120= 1.5x4 MI120 11 3x4 MI120= I 5-6-12 I 11-1-8 5-6-12 5-6-12 Plate Offsets(X,Y): [2:0-1-2,0-0-2),[4:0-1-2,0-0-2] TCLL ADING(Psf) 250 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.53 Vert(LL) -0.02 4-6 >999 240 MII20 185/148 TCDL 7-0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.05 4-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:42 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. WEBS 2X4HFStd OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=569/0-5-8,4=569/0-5-8 Max Horz2=-51(load case 8) Max Uplift2=-117(load case 7),4=-117(load case 8) Max Grav2=713(Ioad case 2),4=713(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/71,2-3=669/43,3-4=-669/43,4-5=0/71 BOT CHORD 2-6=-3/553,4-6=-3/553 WEBS 3-6=0/240 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;CategoryII;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. , i t j 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, c )]` L ( 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y i. ,fir 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. `r„y; / ,-;„„/ ": 8)Gable studs spaced at 2-0-0 oc. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ; s 7 LOAD CASE(S)Standard f%f.` ,0 i''':‘,.., if j" ,,,,,, .,,, r-- 7-1 LEXPIRATION Ai E:06i30106 c November 29,2005 usworomr,,, ,..I,,,,,, s , , .:9 :; . . s.. 'uv,,,,tiA. •4,-az,EsInvinziammenswinemzememassram. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane mmetIli asp Design valid for use only with Muck 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 alWaii 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,058-89 and BCSII 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 Carriages AB-A1 511202 RGE COMMON 1 1 R19185986 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:27:45 2005 Page 1 I 3-2-8 1 13-10-8 3-2-8 10-8-0 4x4 MI120= 5.00 FIT Scale=1:32.6 3 1.5x4 MI120 II 1.5x4 MI120 II ' 1.5x4 MI120 II 2 4 1 I - 1.5x4 MI120 11 PI 1.5x4 M1120 II 6 1.5x4 MI120 II Y 7 1111 e ❖: ❖:❖:.❖:❖:❖.❖.• 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 II 1.5x4 MI120 II 3x4 MI120= 1.5x4 MI120 II I 13-10-8 1 13-10-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert LL n/a - n/a 999 MI120 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) n/a - n/a 999 BCLDL 0.0 7.0 Rep Stress InaNO WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:62 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural woodsheathing 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 15=32/13-10-8,8=92/13-10-8,13=172/13-10-8,14=137/13-10-8,12=166/13-10-8,11=174/13-10-8,10=146/13-10-8, 9=235/13-10-8 Max Horz15=-104(load case 5) Max Upliftl5=-17(load case 8),13=-7(load case 5),14=-33(load case 7),12=-36(load case 8),11=-37(load case 8), 10=-31(load case 8),9=-51(load case 8) Max Grav15=42(load case 2),8=128(load case 3),13=172(load case 1),14=202(load case 2),12=242(load case 3), 11=241(load case 3),10=204(load case 3),9=328(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/40,2-3=-41/59,3-4=-41/64,4-5=-38/50,5-6=-38/38,6-7=-55/31,7-8=-82/54,1-15=-33/32 BOT CHORD 14-15=0/88,13-14=0/88,12-13=0/88,11-12=0/88,10-11=0/88,9-10=0/88,8-9=0/88 WEBS 3-13=-131/26,2-14=-170/34,4-12=-203/55,5-11=-197/57,6-10=-177/51,7-9=-253/70 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. 4 / 6 'dr 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A. , 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. `1 P r- 7)Gable requires continuous bottom chord bearing. a, 8)Gable studs spaced at 2-0-0 oc. / 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,::'::,i7/i r"a LOAD CASE(S)Standard s p / .ikg `2\ % ' 7'- EXPIRATION DATE:05130/1/5 November 29,2005 al WARNING a yerify design prameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ...i.® 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 Mil 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/7811 Qualify Criteria,DSB-89 and BCSI1 Building Component MiTek® 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 Injury offsets are indicated. 6-4-8 g J ry Mdimensions shown in ft-in-sixteenths 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 BCSI1. 0-1/t 6" 2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS Millriiff3. Provide copies of this truss design to the building 111111.4* designer,erection supervisor,property owner and 0 all other interested parties. *For 4 x 2 orientation,locate 4. Cut members to bear tightly against each other. plates 0- from outside !0IIiiI 5. Place plates on each face of truss at each edge of truss. joint and embed fully.Knots and wane atoint C7-8 cecs-b — locations are regulated byANSI/TPII. I BOTTOM CHORDS g - *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/TPII. *Plate location details available in MiTek 20/20 7. Unless otherwise noted,moisture content of lumber 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. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the 4 x 4 NUMBERS/LETTERS, responsibility of truss fabricator.General practice is to perpendicular to slots.Second camber for dead load deflection. 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. 11.Lumber used shall be of the species and size,and cif Indicated by symbol shown and/or BOCA 96 31,95 43,96-20-1,96 67,84-32 in 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 BEARING SBCCI 9667,9730,9604B,9511,9432A spacing shown on design. 13.Bottom chords require lateral bracing at 10 ft.spacing, II Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports) occur. Icons vary but *IMO reaction section indicates joint 14.Connections not shown are the responsibility of others. MIMI number where bearings occur. MI tee 15Mg:Sal .Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: 16.Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal MiTek® Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, U1■WX1 Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ©2004 MiTek® I