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Plans (2) lot MiTekt MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1600005 b1600005 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K 1657600 thru K 1657605 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. ��� ,t.o PROpe �<0 0NGINE9 /0 w 89782PE r 7+OREGON 4) 17.4 °gRYl<,Q k PAUL R\a (7(151ril January 15,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. • 101, MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1600005 b1600005 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K 1657600 thru K 1657605 My license renewal date for the state of Washington is December 20,2015. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. PAUL RI 4' 0c WASS et, `Y ,•A 51976 4," QAC �CISTB' . ' 'IONALE' C" January 15,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply b1600005 K1657600 B1600005 A01 GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 1417:39:51 2016 Page 1 ID:tH 13j7WCd8p7fnlj67TRMFzvxg9-nAAjjfCBzUHYEx?nJcTP8?pggdIpuNg4ciar06zvM4c 1-2-0.0 1 7-8-0 1 15-4-0 1 23-0-0 i 30-8-0 38-4-0 46-0-0 148.0-0 I 2-0-0 7-8-0 7-8-0 7-8-0 7-8-0 7-8-0 7-8-0 2-0-0 Scale=1:86.2 • 5x6 II 6.00 12 7 >id1uiIlIIIN 4x6�84x8 —;, 4x6 3x6 ',''I ar 4x12 3 17 I ,' i` 10 r�11. 8X8= :� ry �,. 18 16 50 19 5x8_ 1'54 5ih 2 8x8 VJB% 4x6 �' 20 4x6 % 3.00 1 12 14 i t ?1 .! ►� ♦irv�vwv. mr��v 121 3x4 11 4x6 5x10 1 7-8-0 1 15-4-0 1 23-0-0 1 30.6-0 1 38-4-0 I 46-0.0 1 7-8-0 7-8-0 7-6-0 7-8-0 7-8-0 7-8-0 Plate Offsets(X,Y)— 12:0-3-9,0-1-01,14:0-4-0,Edgel.19:0-3-0,EdgeU10:0-3-12,0-1-12],116:0-2-4,0-2-81.131:0-1-10.0-1-0],134:0-1-10,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.38 18-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -1.11 18-20 >415 180 TCDL 15.0 Rep Stress Inca YES WB 0.96 Horz(TL) 0.60 14 n/a n/a BCLL 0.0 * Code 1BC2012/TP12007 (Matrix-M) Weight:319 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except` TOP CHORD Structural wood sheathing directly applied. T1:2x4 DF No.i&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 DF No.2 WEBS 1 Row at midpt 5-17 WEBS 2x4 DF Std C Except* MiTek recommends that Stabilizers an• . ui rtrAfiL n. W2:2x4 DF No.1&Btr G,W5:2x6 DF No.2 be installed during truss erection,in o e - OTHERS 2x4 DF Std G Installation guide. �O,t '1ASjf ,Ty REACTIONS. All bearings 11-5-8 except(jt=length)2=0-5-8. ���w 401 �O (lb)- Max Horz 2=-240(LC 13) . ^ , Max Uplift All uplift 100 lb or less at joint(s)13,11 except 14=375(LC 12), 2=-424(LC 12),11=-199(LC 19) \ Max Gray All reactions 250 lb or less at joint(s)11,13 except 14=2876(LC 1), f 2=2042(LC 19) r0� 51976 k� �4' �FISTEg� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Lis' ;j TOP CHORD 2-50=-629211255,3-50=-6176/1276,3-4=5071/913,4-5=4922/930,5-51=-3573/606, SI�NALE� 6.51=3462/614,6-52=-3150/537,7-52=-2991/555,7-53=-2991/543,53-54=-3073/526, 8-54=3100/514,8-9=-2572/500,9-10=-2815/483,10-55=-328/2114,11-55=-349/2012 BOT CHORD 2-20=-1281/5695,19-20=-1284/5694,18-19=-1264/5722,17-18=-805/4588, 16-17=-160/2511,15-16=-1879/401,14-15=-1910/387,13-14=-1848/390, 11-13=-1870/387 WEBS 7-17=-314/2175,8-17=-72/734,8-16=-948/245,10-16=-51514012,10-14=-2610/487, 5-17=1362/442,5-18=-27/556,3-18=-1109/465,6-17=-550/152P��tiD R OFFS,s NOTES- �c�Cj� �AGI N EF9 /OZ 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-2-0-0 to 2-7-3,Interior(1)2-7-3 to 18-4-13,Exterior(2)18-4-13 to 23-0-0,Interior(1) 89782 PE '91r 27-7-3 to 43-4-13 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ;�w^�� .,moi - • 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. INF 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 y OREGON ',, 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs '7,9, �q Fly 15 2 e„, non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. pA U1— �\ 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12/31/2016 Continued on page 2 January 15,2016 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE 11I1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTekw connectors.This design is based only upon parameters shown,and is for an individual building component,not T a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.&acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^ Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,deivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quollty Cifedo,058.89 and ICS'Binding Component 250 Mug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandno,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply b1600005 KI657600 B1600005 A01 GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:51 2016 Page 2 I D:tH 13j7 WCd8p7fnlj67TRM Fzvxg9-nAAjjfCBzUHYEx?nJcTP8?pggdipuNg4ciarO6zvM4c • NOTES• 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)14,2,11,13,11 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)13 except(jt=lb)14=375,2=424,11=199,11=199. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11147473 my.1009/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing kinetic' k` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI0P11 Quality Criteria,DS8.89 and ICS!Bolding Component 250 Mug Circle Solely Infermatlon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply b1600005 K1657601 B1600005 A02 SCISSORS 7 1 Job Reference(optional Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:52 2016 Page 1 ID:tH 13j7WCd8p7filj67TRMFzvxg9-FNk5x7DgkoPPrsa_tJ_egDLts1 mAduyDgMXOwYzvM4b • 1-2-0-0 1 7-8-0 I 15-4-0 I 23-0-0 I 30.8-0 I 38-4-0 46-0-0 148-0-0 i 2-0-0 7-8-0 7-8-0 7-8-0 7-8-0 7-8-0 7-8-0 2-0-0 Scale=1:85.3 • 5x8 I I 6.00 12 6 4x6 i 27 28 4x6 5x8 we % 5 26 297 5x8 WB -t 4 ,r;••••••11".........." i 1 8 3x6 4) At- 3x6 15 9 Oil 8x8= - 41ti o 16 14 ri 25 17 4x8 = 13 30 .1 2 5x12 MT18H% 18 5x12 MT18H� 12 10 3.00 12 1/ .�o 2x4 II 4x6 2x4 I I `'`11Io 4x12 4x12 I 7-8-0 I 15-4-0 I 23-0-0 I 30-8-0 I 38-4-0 I 46-0-0 I 7-8-0 7-8-0 7-8-0 7-8-0 7-8-0 7-8-0 Plate Offsets(X,Y)- f15:0-4-0.0-4-41 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.53 15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -1.62 14-15 >341 180 MT18H 220/195 TCDL 15.0 Rep Stress Ina- YES WB 0.71 Horz(TL) 1.12 10 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix-M) Weight:264 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF 2250F 1.7E*Except* TOP CHORD Structural wood sheathing directly applied. T1:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. BOT CHORD 2x6 DF 2250F 1.7E WEBS 1 Row at midpt 7-15,5-15 WEBS 2x4 OF Std G"Except' W5:2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. (lb/size) 2=1967/0-5-8,10=1967/0-5-8 'AUL R! Max Horz 2=-192(LC 13) WAS �',p Max Uplift2=-387(LC 12),10=-387(LC 13) M `yMax Gray 2=1967(LC 19),10=1967(LC 20) 4°1 P ��O FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -n- TOP CHORD 2-25=6329/1187,3-25=-6229/1204,3-4=-5566/957,4-5=-5419/970,5-26=-4179/662, \ 26-27=-4158/671,6-27=-4065/685,6-28=4065/685,28-29=-4158/671,7-29=-4179/662, ��� 7-8=-5419/905,8-9=5566/891,9-30=-6229/1016,10-30=-6329/999 "0 4 BOT CHORD 2-18=1191/5739,17-18=-1195/5743,16-17=-1179/5768,15-16=-858/5085, ��� 4'�Is I Eg�O w 14-15=-596/5085,13-14=-808/5768,12-13=-824/5743,10-12=822/5739 WEBS 6-15=412/3165,7-15=-1487/477,7-14=-14/422,9-14=-687/347,5-15=1487/475, ' TONAL' .1 5-16=11/422,3-16=687/327 NOTES- P R 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS ��ED OFFS (envelope)gable end zone and C-C Exterior(2)-2-0-0 to 2-7-3,Interior(1)2-7-3 to 18-4-13,Exterior(2)184-13 to 23-0-0,Interior(1) �< GINE S/ 27-7-3 to 43-4-13 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber fir\ VN Fig 1�2 - DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 8.782 P E 9r 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / '''';2\* ? . non-concurrent with other live loads. J. 5)All plates are MT20 plates unless otherwise indicated. V, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OEGON �'•• 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ._.d.14'4/AR Q,, fit between the bottom chord and any other members. 94R Y 1 Z P 8)A plate rating reduction of 20%has been applied for the green lumber members. it tj A U L e\� 9)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=387, 10=387. EXPIRES: 12/31/2016 Continued on page 2 January 15,2016 l ► A WARNING-vsrly design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE UN-7473 rev.1003/5015 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,not o truss system.Belore use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TPI1 Quality Cdterta,059-89 and ICSI Bolding Component 250 Mug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply b1600005 K1657601 01600005 A02 SCISSORS 7 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:52 2016 Page 2 ID:tH13j7WCd8p7fnIj67TRMFzvxg9-FNk5x?DgkoPPr5a_tJ_egDLts1 mAduyDgMXOwYzvM4b NOTES- 11)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4 ► A WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M6.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fobricotion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mt Quality Criteria,058.89 and ICSI Bolding Component 250 Mug Cirde Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandra,VA 22314. Corona,CA 82880 Job Truss Truss Type Qty Ply b1600005 K1657602 B1600005 Bol GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:54 2016 Page 1 ID:W 13j7WCd8p7fnlj67TRMFzvxg9-BIrrMgF4GPf75OkM_k061eRGorQX5mOWIg0V?RzvM4Z -2-0-0 5-5-511-5-12 17-6-0 l 23-6-4 } 28-6-11 i 35-0-0 f 37-0-0 1 l I 2-0-0 5-5-5 6-0-7 6-0-4 6-0-4 6-0-7 5-5-5 2-0-0 Scale=1:65.2 4x4= 8 6.00 12 .144 .4 43 _ 3x6% la 7 9 1411 10 3x4 -7 6 +� ; .�`ti 3x8 5x6 i 4" 5 - MI��A - - �� - .,1 12 3 I,.tl 6z8= 19 18 16 ; 21 20 N 42 -�.22 15, 45 h 2 • 23 3x4 3x4 13 y 11 _ _ _ 1411 3x4% 3.00 12 4x6 1 9-2-3 I 17-6-0 1 25-9-14 l 35-0-0 I 9-2-3 8-3-13 8-3-13 9-2-3 Plate Offsets(X.Y)— 12:0-1-15.0-0-61.113:0-2-15,0-0-101.116:0-1-8.0-1-01,127:0-1-10,0-1-01.129:0-1-10,0-1-01.139:0-1-10.0-1-01.141:0-1-10.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.16 15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.55 13-15 >434 180 TCDL 15.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.21 13 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight:202 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Exce.: WEBS 2x4 DF Std G*Except* 10-0-0 oc bracing:16-17,15-16 W2:2x4 DF No.1&Btr G,W5,W6:2x6 DF No.2 8-6-8 oc bracing:13-15. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 9-17 e MiTek recommends that Stabilize ��V`n'' • '•+ , • 1 be installed during truss erection, • a ��,bi�' Installation.uide. Q' f -f' REACTIONS. All bearings 15-5-8 except(jt=length)13=0-5-8. h (Ib)- Max Horz 2=-189(LC 17) / - Max Uplift All uplift 100 lb or less at joint(s)2,18 except 19=•315(LC 20), \, 20=-102(LC 19),21=282(LC 12),23=-209(LC 12),13=-338(LC 13) ,.p V, Max Gray All reactions 250 lb or less at joint(s)19,20 except 2=339(LC 18), 'j0 ,p�$1976 Sect/ 18=468(LC 20),21=1620(LC 1),23=732(LC 19),13=1321(LC 20) GIS I ER FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �ss1ONAL��G TOP CHORD 2-42=143/790,3-42=133/867,3-4=-42/801,4-5=34/849,5-6=-24/908,6-7=-9/871, 7-43=1080/242,8-43=-953/253,8-44=-953/253,9-44=-1150/243,9-10=-2686/482, 10-11=-27621522,11-12=-2855/510,12-45=-3347/778,13-45=3440/760 BOT CHORD 2-23=-745/245,22-23=-823/258,21-22=402/291,20-21=-480/305,19-20=-455/300, • 18-19=-372/290,17-18=479/304,16-17=-183/2358,15-16=-242/2271,13-15=-605/3055 WEBS 8-17=29/441,9-17=-1472/429,9-24=-33/596,15-24=-34/607,12-15=-505/329, ED PROF 7-17=-45/1321,22-33=-579/123,32-33=-518195,7-32=-14641291,3-34=-361270, `�� ()FA. 22-34=-32/274,21-32=-1233/231,3-23=-538/244 �,Gj iNGINEF9 /,, NOTES-)Wind ASCE 7-10;Vult=140mph(3-second gust)Vasil=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �� 89782 P E 9r" (envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-6-0,Interior(1)1-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0,Interior(1)21-0-0 to 33-6-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry v 4j Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. -9 OREGON Q.'•••3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �'9 �Gq RY 6 Qe 4)Unbalanced snow loads have been considered for this design. 9` J� 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs '1 PA UL 'F‘\ non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 14-0 oc. @)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12/31/2016 Continuedon page 2 January 15,2016 I I a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111-7473 rev.1O09/2015 BEFORE USE imiii.... Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is otways requked for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Quality Criteria,058.89 and SCSI Building Component 250 Mug Circle Safety Infamatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply b1600005 K1657602 131600005 B01 GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:54 2016 Page 2 ID:W 13j7WCd8p7fnIj67TRMFzvxg9-BlrrMgF4GPf750kM_k061eRGorOX5m0WIg0V?RzVM42 NOTES- 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)2,18,19,20,21,23,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,18 except(jt=lb)19=315,20=102,21=282,23=209, 13=338. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. A WARNING-Ver11)r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8111.7173 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall bolding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,038.89 and ICSI Building Component 250 lOug Cede Safely Infarmaton available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Corona,CA 82880 Job Truss Truss Type Qty Ply b1600005 K1657603 B1600005 802 SCISSORS 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:55 2016 Page 1 ID:tH 13j7WCd8p7fnlj67TRMFzvxg9-fyPEZOFitjn_iY12YSXLIrzMkFingCpg WKm2XtzvM4Y • i -2-0-0 1 5-5-5 I 11-7-0 I 17-6-0 23-5-0 I 29-6.11 I 35-0-0 1 37-0-0 1 2-0-0 5-5-5 6-1-11 5-11-0 5-11-0 6-1-11 5-5-5 2-0-0 Scale=1:65.2 p 4x8 I I 6 6.00E-2— r 16 17 3x4% 3x4 5 7 6x10 WB% ��I��� 11\ 5x10 WB I �. - 2x4= 41� 13 t,. 9 ��• 8 2x4 = 3 E✓ 8x12 = es 15 4 12 18 c 3x4= 3x4 I.--,-- 10 ]1 2 I 1116 4x12 % 3.00 12 4x12•= I 9-2-3 17-6-0 I 25-9-14 I 35-0-0 I 9-2-3 8-3-13 8-3-13 9-2-3 Plate Offsets(X.Y)— 12:0-1-14.Edge1,1 10:0-1-14,Edge),113:0-6-0.0-3-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.46 12-13 >906 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(TL) -1.57 12-13 >263 180 TCDL 15.0 Rep Stress Inc- YES WB 0.90 Horz(TL) 1.01 10 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TP12007 (Matrix) Weight:158 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-3-1 oc bracing. WEBS 2x4 DF Std G*Except* MiTek recommends that Stabilizers and required cross bracing W4:2x4 DF No.1&Btr G be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 DF Std G Installation guide. REACTIONS. (lb/size) 2=1905/0-5-8,10=1905/0-5-8 Max Horz 2=-189(LC 13) PAUL Rlj; Max Uplift2=-385(LC 12),10=-385(LC 13) WASitv. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 40V i; °J, TOP TOP CHORD 2-15=5709/1123,3-15=-5613/1141,3-4=-5237/862,4-5=-5125/880,5-16=-3767/565, ti� .. O 6-16-3637/576,6-17=-3637/583,7-17=-3767/565,7-8=-5125/725,8-9=-52371707, y 9-18=5613/962,10-18=-5709/945 \ I BOT CHORD 2-14=1129/5110,13-14=-786/4513,12-13=-491/4513,10-12=774/5110 P' WEBS 6-13=384/2885,7-13=-1325/466,7-12=-4/600,9-12=-353/356,5-13=-1325/461, .04 51976 41 5-14=0/600,3-14=-353/341 Q 'PF ��, GlSTER NOTES- SSIONALS�G 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-6-0,Interior(1)1-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0,Interior(1)21-0-0 to 33-6-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ��ED P R QFfS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 5� NG I N E� s/ 3)Unbalanced snow loads have been considered for this design. c:-...1 R �2 - 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs (v13' non-concurrent with other live loads. 4t. 9782P E 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ....!' 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I^/ fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �!'V OREGON oh capacity of bearing surface. (/ (1,() Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=385, 99 4RV 15 10=385. °AUL a\I 10)"Fix heels only*Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 January 15,2016 t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED BITER REFERANCE PAGE*18.7473 rev.10103/2015 BEFORE USE Design void tor use only wilh MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.notlilt a truss system.Beide use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSR-89 and ICSI Building Component 250 Rug Clyde Safety Infonnallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply b1600005 K1657604 B1600005 CO1 GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:56 2016 Page 1 ID:tH1317WCd8p7fnlj67TRMFzvxg9-78zcmMGKoOvrt(itt692ag3WhkeDlZt6p1 Vc3JzvM4X i -2-0-0 I 10-0-0 1 20-0-0 1 22-0-0 I r 2-0-0 10-0-0 10-0-0 2-0-0 Scale=1:40.1 4x4= 7 6 a. 6 6.00 12 24 5 9 25 4 : 10 11 I 3 donli 19 r r Ir n. 18 P r 19 5x6 = 17 P O 20 16 23 21 15 26 } 2 22 14 12 a 41 1 J. XX, YX YYX,, Y Y Y Y X Y X Y X V X Y X X Y Y X X X Y Y X XX Y Y X X X , VVVV YY YX YY , 1310 1 3x8 3.00 12 3x6 I 10-0-0 I 20-0-0 10-0-0 10-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.01 13 n/r 90 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.16 Vert(TL) 0.01 13 n/r 120 TCDL 15.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 • Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:87 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:19-20,16-17. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (Ib)- Max Horz 2=116(LC 12) PAUL Max Uplift All uplift 100 lb or less at joint(s)2,19,20,21,17,16,15 except �L� 12=-139(LC 13),22=-147(LC 12),14=-145(LC 13) pF WASx tiel Max Gray All reactions 250 lb or less at joint(s)18,19,20,21,17,16,15 4 G' except2=431(LC 18),12=431(LC 18),22=427(LC 1),14=427(LC 1) �� cr r. lO h FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1 WEBS 3-22=-3301194,11-14=-330/193 NOTES- r � 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf:h=25ft;Cat.II;Exp B;enclosed;MWFRS ��0�, ,p),51976,4_,),/4c,js,i,E,� � V (envelope)gable end zone and C-C Exterior(2) 2-0-0 to 1-0-0,Interior(1)1-0-0 to 7-0-0,Exterior(2)7-0-0 to 10-0-0,Interior(1)13-0-0 to .S+ G 19-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate SIGNAL,10\ D'- grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category H;Exp B;Fully Exp.;Ct=1 '`��ED P R OF�`S(P 4)Unbalanced snow loads have been considered for this design. SCO NGJ N S - 4, 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 19 2 non-concurrent with other live loads. w '9 6)All plates are 2x4 MT20 unless otherwise indicated. 8 e 782 P E 7)Gable requires continuous bottom chord bearing. / • • 8)Gable studs spaced at 1-4-0 oc. •''' A‘r;iie 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. // 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' ^tr) frt between the bottom chord and any other members. A 9� OREGON Q 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,19,20,21,17,16, 9R 04 R y <c., 15 except(jt=lb)12=139,22=147,14=145. Tk "AUL , V,1 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)18,19,20,21,22,17,16,15,14. 14)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 January 15,2016 4 4 A WARNING•Verify deafen parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11S-7473 rev.10se1h015 BEFORE USE. lilt Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,dedvery,erection and bracing of trusses and truss systems,see ANSI/TPII Queety Cr terta.DSB49 and BCD Building Component 250 Klug Cirde Safety Intoenatlen available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 82880 Job Truss Truss Type Qty Ply b1600005 K1657605 61600005 CO2 Scissor 2 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Jan 14 17:39:57 2016 Page 1 ID:tH 13j7WCd8p7fnlj67TRMFzvxg9-bKX_iHy2K1'rysSxftapNG2g72PalA7z_eF9bmzvM4W • l -2-0-0 l 6-1-4 l 10-0-0 1 13-10-12 l 20-0-0 1 22-0-0 l 2-0-0 6-1-4 3-10-12 3-10-12 6-1-4 2-0-0 Scale=1:40.1 I. 4x4= 4 6.00 12 2.4' 10 11 2x4 3 5 KK Km 'I 8 6x8 :"lillIllIllIllIllIllIlllktiimiib.._. 0 1226 a 111 1; 1 = O , 0 3.00[12- 4x6% 4x6 I 10-0-0 I 20-0-0 I 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-2-7,0-0-101,[6:0-2-7,0-0-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.30 6-8 >783 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(TL) -1.01 2-8 >233 180 TCDL 15.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.28 6 n/a n/a BCLL 0.0 ' Code IBC2012/fP12007 (Matrix) Weight:80 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1155/0-5-8,6=1155/0-5-8 Max Horz 2=116(LC 16) PAUL Max Uplift2=-248(LC 12),6=-248(LC 13) Rt. , Qv WAS +Q_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `Y TOP CHORD 2-9=-2712/522,3-9=-2617/542,3-10=-2025/262,4-10=-1931/275,4-11=-1931/291, � /` A �' �Q .^0 5-11-2025/281,5-12=-2617/448,6-12=-2712/427 rr1 1, BOT CHORD 2-8=-504/2393,6-8=-299/2393 WEBS 4-8=-157/1478,5-8=701/353,3-8=-701/344 err NOTES- "icy 51976 W� 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS 0+0>,�4G7ST P- �W (envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 7-0-0,Exterior(2)7-0-0 to 10-0-0,Interior(1)13-0-0 to S G 19-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate Sj0NAL'' grip DOL=1.60 . 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. �� .O PROF ss 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q� non-concurrent with other live loads. C',; 6/ `i`_GI N4- ,/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C', ,Z 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Kt 7"---- ‘C'-.. fit between the bottom chord and any other members. :97$2 P E 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Air capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=248, ,/ r 40 X 6=248. "7OREGON OREGON O Q 99 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 4/q Q fi RY 15 JlGPA UL R\ EXPIRES: 12/31/2016 January 15,2016 r 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.1!/03/2015 BEFORE USE Design void for use only with Weld?)connectors.This design is based only upon parameters shown,and is for art individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and ICSI Building Component 250 bug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes • PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MIAirDimensions are in ft-in-sixteenths. 61.440,6. Apply plates to both sides of truss 1 2 3 I. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves C) may require bracing,or alternative Tor i 0 O 11111. ❑ bracing should be considered. Illitilip ,C2°-5 A 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c ` F- designer,erection supervisor,property owner and plates 0 't a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shalt not exceed 19%at time of fabrication. or PLATE SIZE PRODUCT CODE APPROVALS 9. Unluseess with fire retardant, this preservative treaten is not d,or greplicableen lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 1 i.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. New, 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. reaction section indicates joint ® number number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. X14; 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. hAliTeke is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015