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Plans (109) Job Truss Truss Type Qty Ply POLYGON R45755213 PL15-357_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:11 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-ZyvJY_cc5aeG5Qj9pON_cobw4mZfj_K3SvxVVxKyPA22 ' p-10-ol1 1-2-0 1 1-0 1 2-6-0 1 2-49 II 1-2-0 II 1-9-11 1 -8-0 Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 I I 1 2 3 4 5 8 7 8 9 10 11 12 13 14 ® -Is- 01 I e a1 gra �- e e 9 � _ � ®� � e IN —m— 'e e' T o 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-11-53-sl I 19-6-8 1 22-11-8 3-6-12 5-1-9 -7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edgel,118:0-1-8,Edgel,119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina- YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Upliftl5=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. d)Provide mechanicni cognection(by othar�nuyss tntlearin9 Plate.e 24- 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��S,(N.- N F, .00 • 2 4r 870 2 P E 91--- 5. N >� �Aj, OREGIN (yam ZN --7 9OFMQER *1 \O SSA. HE • EXPIRES:06/30/2017 October 27,2015 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I 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 Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Criteria.DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755214 PL15-357_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:13 2015 Page 1 ID:s3crybS_65JgMSM2Sm_Dy9giZ-VKO3zgetdBu_KktYwpPShDgEdZ91 BwvMbDQd?DyPA20 ram 0-M0 1 20 :Al Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 of `/_\ . /M Mr.Mr .. "\Nr" " ,.1 = . �.. _�- 13:N �m� o - e e o- 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6= 3x6= 3x6 FP= 3x5 = 3x5= 3x5= 3x5= 4x4= 4x4 = 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 1I7-0-21 1 23-9-0 16-5-2 0.7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edge1,129:0-1-8,Edge1,130:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=4510/0,9-10=-4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=-4583/0,16-17=-4583/0,17-18=-3948/0, 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. <C.' ,e‘ ED PR QF 3)Refer to girder(s)for truss to truss connections. F 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �Gj �I kG I NE-,,9 <7 attached to walls at their outer ends or restrained by other means. �� .1.,. 87022P, 9r r CV y fi"ois OR GON q,�Q44 9O ‘,7,/BER .\\ r, OS A A. H EE '`\-\P EXPIRES:06/30/2017 October 27,2015 t e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE BBI-7473 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 LQ 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 Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755215 PL15-357_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:52:14 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-_XaSA?fV NVOryuSkUXwhEQDQSzTGwOpVgtAAXfyPA2? 11-0-0 I 1 0-10-2 II 1-2-0 I P-7-14I Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 " /-\ / � � N � � ifN. /_ z \ / 14\ \ N `� o o e e o' o a o o 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I 11-8-10 112-3-101 1 19-0-8 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,f23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=2627/0,6-7=3368/0,7-8=-3368/0, 8-9=3726/0,9-10=3726/0,10-11=-3737/0,11-12=-3737/0,12-13=-3422/0, 13-14=-3422/0,14-15=2618/0,15-16=-2618/0,16-17=1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strgrabacks.midge.wed et 14-9-Q o&and fastened to each truss with 3-10d(.0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <(-Ck PROFFss ��G,,' SNC,iNEAR �O2y 870 2PE r cP "<<\//y �'oj OREG N 9O l'' On�`S A. Heck EXPIRES:06130/2017 October 27,2015 c t l ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Mil9 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 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 Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-357_UPPER F04 FLOOR 3 1 R45755216 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:15 2015 Page 1 I D:s3crybS6sJgMSM2Sm_Dy9g 2-Sj8g0Lf 78p8iZ21 w2ESwmemfn NxHftFf3Xvk46yPA2_ 1 0-10-0 1 1 1-2-0 1 1 0-6-0 1 9-3-1 2-6-0 I 1 1-2-0 I 1-3-7 I Scale=1:19.8 1.5x3 I I 3x4= 3x4 114x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 ® e a • o e e e o e / \ — , / No a N — NINN ' O O ,(ue 9 9 17 16 15 e'A! 13 12 11 10 1.5x3 I I 1.5x3 I I /\ 3x6 = 1.5x3 I I 1.5x3 I I 3x4 = 4x6= 3x4 = 3-0-0 I 8-8-5 9-3-5 9-10-5 11-4-12 3-0-0 5-8-5 1 0-7-0 1 0-7-0 1 1-6-7 I Plate Offsets(X,Y)— 12:0-1-8,Edgel,f3:0-1-8,Edgel,f7:0-1-8,Edgel,18:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. . - PRQj On �C3 �NGINEF,y wl kJ 2 870 2 P E 1.-- 7(J) >cV "3j, OREGON rye k// -PR ,\1�Pr"0 SA. HE; EXPIRES:06/30/2017 October 27,2015 , a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 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 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 MiTeks 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/711 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755217 PL15-357 UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:16 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-wviCbhglv6GZBBc6bxz9JrlppnEnOFIoHBfHbYyPA1 z 1 0-10-0 1 1 1-2-0 1 1 1-0-12 1 1 2-3-1 I I 2-6-0 I I 1-2-0 I I 2-33 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8 5 6 7 8 9 10 N_, .. Ne e e e e � 0 0 1/ 18 17 1g 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 8-8-5 19-3-5?-10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Eddel,13:0-1-8,Edael,F4:0-3-0,Edge1.16:0-1-8,Edael,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max UpIift19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=-1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. -- — —5)Recommend 2,4 ,on-edge,spam'fin or and fastenedin each truss wEh3-1Od 10.131"X 3")nails. trong_backs to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. •S((- 0,9 PR()Fess ��c,5 �NGINEFR /029 87022PE r -7 'cj, OREGO457.' OS A. Her, EXPIRES:06/30/2017 October 27,2015 i __ H ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �R Design valid for use only with MiTek0 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 bucking 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 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755218 PL15-357_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:17 2015 Page 1 ID:s3cr bS_6sJgMSM2Sm_Dy9giZ-06Gap1hNg000pLBJ9fU0r3ryHAVH7IiyWrOr7yPA1y 11-0.0 1 p-6-61 I 1-2-0 I p-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 N •/ \ a I a e •� /e a/ / „\k N . 30 29 28 27 26 25 24 23 22 21 i 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-6-14 11-4-14 1�-11-19 I 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=1480/0,4-5=-2571/0,5-6=-2571/0,6-7=3284/0,7-8=-3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=-3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=-3327/0,14-15=-2563/0,15-16=-2563/0,16-17=-1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=-406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Ep P R QFFss c�5 �NGINEF'V /� 29 870 2PE -7 Ncv �Aj, OREGO ti O<C// 9C �M$ER '�'` �S A. HER,oP EXPIRES:06/30/2017 October 27,2015 e it WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE FII-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into fhe 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755219 PL15-357_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:18 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-slgyONi?RkXHQVmVjM?dOGO72axes8O51V8OfQyPA1x I 2-3-0 I 2-3-0 1?-5-9 I 1-2-0 ii 1-311 2-6-0 OE&0 i Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 I 13x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e _ II/ - i‘ci, 1 T a 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,V)- 14:0-1-8,Edael.115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at hejr,ouler Ends or restrained by other means _ 4)CAUTION,Do not erect truss backwards. 2 tt 870 2PE -7+' N �N 7 �Aj, OREG N rimOIli 9O FMBER '‘'\OS A. HO\ EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. C Design valid for use only with MTekS 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 a 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QualIfy Criteria,DSB-89 and BCSI Betiding Component Suite 109 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755220 PL15-357_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS_65JgMSM2Sm_D_y9giZ-KUOLEjidC1f82fLhH4WsxUwHL_AXbe5E_9txCtyPAl w 11-0-0 I M_1-2 1 1-2-0 I 13-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 o `- o o - e o e a - o •• '.1 /AN e 3i 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2-101 1 18-11-8 1 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,r23:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress lncr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=-3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=-1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=59/618,18-20=1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 51‘ �szo 0.4G NE�c9 `S/0 2 (/ 87022P1 pr N -jOR GON tis OW , . �O� MBER s` 0AHE EXPIRES:06/30/2017 October 27,2015 % ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 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 T; a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M lT ei kA 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 CrIer(a,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755221 PL15-357_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-KUOLEjidC1 f62fLhH4WsxUwOu_MIbIAE_9txCtyPA1 w 3x4= 0-11-11 I 1-2-0 - I I 0-10-1 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 e , o N / e 1.5x3 II ♦. 8 • 7 6 3x4= 3x4= I 3-5-12 I 3-5-12 Plate Offsets(XX)— 12:0-1-8,Edgel,(3:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<i 0 PI mac. ; ,..„. F•T s/o P 87022PE 9r / N �N 7 �Aj, OREGON ti: 4N -per MoER �,� a O.0A. HE#P EXPI RES:06/30/2017 October 27,2015 % WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7073 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 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 Milele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755222 PL15-357_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:21 2015 Page 1 ID:s3crybS_6sJciMSM2Sm_Dy9giZ-GtV5IPkukfvsHzU4OVZKOvObJor73SGXRTM2GIyPA1 u 0111:: 1-0 1 1-2-0 11 1-0-12 1 1 1-0-0 Ia _1 I 1-2-0 110-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e ® e e \:/'N:/ N:/' 71 I 00 0 �: •f A a e AIM 3 31 30 9 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6- 3x5= 3x5= 4x8= 3x4= I 1-1-0 11-8-0 12-3-0 1 3-0-12 1 8-8-5 3-5 P-10-51 191i$ 1-1-0 0.7-0 D-7-0 1312 5-1-9 b-7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edae1,f3:0-1-8,Edge1,19:0-1-8,Edge1,110:0.1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift32=269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=1756/0,9-10=-2370/0,10-11=-2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=-3113/0,1415=2995/0,15-16=-2995/0,16-17=-2480/0,17-18=-2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=-917/0,5-29=-1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=1819/0, 18-21=0/1654,17-21=-839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ���Ed P R OFec, be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �Cj NG(NV�F /O 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. c.? R The design/selection of such connection device(s)is the responsibility of others. �44 $7022 P E -7 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N Uniform Loads(plf) 2' SIN OREGO <C/ Vert:20-32=-8,1-19=-80 ti Q Concentrated Loads(Ib) Vert:17=-791(F) On &ER \1 Q� `.3A. HEP` EXPIRES:06/30/2017 October 27,2015 A I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.10/032015 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 verify the applicability of design parameters and properly incorporate the design into the overall �9 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755223 PL15-357_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-133TsklVWy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1 t 10-10-0 1 1 1-2-0 ii 1-0-12 1 1 2-6-0 1 2-4-9 ii 1-2-0 1 1 1-9-7 1 Scale=1:34.0 1.5x3 11 3x4 = 3x4 = 3x4 11 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 a lc?, e e e. X 4111. 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4=- 1 1 - _ 3-6-12 I 8-8-5 3-5 -10-51 19-6-4. - 1 3-6-12 5-1-9 -7-0 7-0 9-7-15 _ Plate Offsets(X,Y)— 12:0-1-8,Edoe),13:0-1-8,Edge),(14:0-1-8,Edge),115:0-1-8,Edoe) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=2148/0,9-10=2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. - __ 3)Rornmmand 9x6 cfrnnGhur^c nn orino spacer_af 1OA.II or and faefoncri to nark}cuss with.'-10d1f1131"X 31 nails Strucks to _.... -.. _ be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. D P R°FRS< s� R / c �,.vs - O 2� 9Q 87022Pi f' • i �Aj, OR GON tis O�'ti y cv 9O 4,18 E B \� OSA. HEY' EXPIRES:06/30/2017 October 27,2015 e o ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE F067473 rev.10/03/2015 BEFORE USE. Mil. Design truss system.Before only the buwith ilding designer must loB connectors.This verifyy the basedlonly upon design aerometers parameters nand 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 Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610. _ _ Job Truss Truss Type Qty Ply POLYGON R45755224 PL15-357_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_65JgMSM2Sm_D,y9giZ-133TskIVwyl iv73GyC4ZY6YvGBO7o63hg66boCyPA1 t 3x4=- I I 0-11-11 I I 1-2-0 I I 0-9-5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II ii = Scale=1:8.7 II ME ' N 1 IIIM II III Me r r MY 1.5x3 II 1.5x3 II 8 =' 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edael,f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. < O PR°FRSs ��5 ANG I NEER vD 87022PE �r -y �Aj, OREGO 90 Y 9O �WSER 11 �O O`) A. Heck EXPIRES:06/30/2017 October 27,2015 it a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 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 �4 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 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols um ring System 1 GeneralSafety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Fa lure to Follow Could Cause Property /4 (Drawings not to scale) D.ma Injury or Personal In offsets are indicated. g � ry MIMI Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 2 3 1. dditional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS •iagonal orx-bracing,is always required. See BCSI. 2. russ bracing must be designed by an engineer.For Q 1/f 6' 4 ide truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I MW7WIEp •racing should be considered. = O 3. ever exceed the design loading shown and never 1-� o U _ .tack materials on inadequately braced trusses. U 4. 'rovide copies of this truss design to the building For 4 x 2 orientation,locate ~ 5 6 •esigner,erection supervisor,property owner and plates 0-'4g' from outside BOTTOM CHORDS •II other interested parties. edge of truss. 8 7 6 5 5. ut members to bear tightly against each other. 6. lace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE oint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO ocations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. hesign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT he environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. B. nless.hall not exceed 19%at moisturese noted, meof fabrication. PRODUCT PRODUCT CODE APPROVALS 9. nless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: se with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10. amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 esponsibility 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. 11.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 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,it no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. w Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.'Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Mln size shown is for crushing only. Mil ®®, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone r is not sufficient. BCSI: Building Component Safety Information, MTe 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 I mit MiTek� MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. -\(?c:.O P R Optsct' �c�� � 89782PE v� vti OREGON ()N -7iSi ('4RY A$ 2 ir PAUL RAJ 21312016 . October 26,2015 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. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 19'— 9.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. L4( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, OL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. L:MITER STORAGE DOES NOT APPLY DUE TO THE SPATIAL R1,QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 14-1x2 or equal typical at stud verticals. BdTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-03-08 7-04-08 T T 1' 12 12 6.00 TIM-4x4 .. 6.00 3 2 9 rn rn o f- 1 11 CD O M-3x4 • M-3x4 b * 1-00 14-09 ��SIT O #�AQF6-" coca *-A]G7iN Esq ', :9 IQJ821 E <- JOB NAME : POLYGON 3410-B - 1 ,ir. Scale: 0.5145 'lilirr. 7 Ali WARNINGS: GENERAL NOTES, unless otherwise noted: (..s' « � 1.Builder and erection contractor should be dvlaed of all General Notes 1.This design Is based only upon the parameters shown and Is Or an Individual �! J * h Truss: Al and Warnings before construction comm xs building component Applicability or design parameters and proper !% /',I C 2.2a4 compression web bracing must be 1 Med where shown+. Incorporation of component Is the responclbllky of the building designer. .A V�ey G V '�, 3.Addttbnal temporary bracing to Insure lily during construction 2.Design assumes the top end bottom chords to be laterally braced at 7 ^I j"jy J Is the responsibility of the erector.Addlib al permanent bracing of T o.c.and et 10'o.c.respectively unless braced Throughout their length by - DATE: 10/26/2015 the overall structure Is the responsibility o Iha building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r"A U L R\ P ty e g 3.2s Impact bridging or lateral bracing required where shown++ S E K 14 8 7 2 3 7 4.No load should be applied la any cora nt until eller all bracing and 4.Inetallalbn of buss Is the responsibility of the respective contractor. 4 fasteners are complete and al no time W any loads greater than 5.Design assumes trusses aro to be used In a noncorrosive environment, TRANS ID: LINK design bads beapplledtoany crampone . and aterosudrycondinon"oraae. 5.CompuTrus hes no control over and a mat a responslbilkyfor the 5.Design assumes lull bearing eleAsupponeshown.Shimorwedge11 EXPIRES 12/31/2016 ssary. fabrication.handling,shipment and(nate Ilan of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This design is furnished subject to the Ilm ations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIAATCA in SCSI,copies of which will furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Softw4e 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-798) 139 6-4=(-30) 565 WEBS: 2x9 KDDF STAND 3-9=(-796) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIE Ground Snow (Pg) 0'- 0.0" -116/ 739V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 19'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 12 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,f--� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 M t m a - 6 �, 5 O O M-3x4 M-1.5x3 M-3x4 1' y k 7-04-09 7-04-08 y 1-00 y 14-09 y 1-00 y lit, „0 PR�J<C. G N d •Fes./ ssi `C 89782PE �r JOB NAME : POLYGON 3410-B - A2 ..-..01-""-- -..r' Scale: 0.3895 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss A2 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and Isfor anlydvidual •Q OREGON e`er and Warnings before construction commences. building component.Applicability of design parameters end proper , C ' 2.204 compreeelon web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .,,ate ,.1 !� 3.AddAlonal temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be lateralty braced at 7� "7�,/' ', h .a��Ys_ Is the responsibility of the erector.Additional permanent bracing of 2'or.and at 10'o.c,rsoch as sty unless bated throughout their length by - (f DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'A U L A 3.20 impact bridging or lateral bracing required where shown•• SEQ. : K 14 8 7 2 3 B 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsiblHB of the respective contractor. fasteners are complete end at no time should any loads greater than s.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition"of use. 8.Cam True has no control over and assumes no re 8.Design assumes fug bearing et all supports shown.Shim or wedge It EXPIRES: 12/3112016 pu responsibility for the e fabrication,handling,shipment and installation of components. 7. sery. Design assumes adequate drainage is provided. October 26,201 5 8.This design Is furnished subject to the IlnHations set forth by 8.Plates shall be located an both faces of truce,end pieced so their center TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Diggs Indicate size of plate In inches. MITek USA,Ino.ICompuTms Software 7.6.6(1 L)-E 10.For beak connector plele design values see ESR-131 t,ESR-1 gab(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #16BTR T2 SPACED 29.0" 0.C. 2- 3=(-7B2) 310 6- 7=(-190) 605 BC: 2x9 KDDF #16BTR 3- 4=( 0) 0 HESS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"00 UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) Rf♦QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BC'TTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AID BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, f T Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T T T _ T 12 4 -M-4x4+ 12 6.00 <6.00 M-4x6 10 T2 m 5 rn 6 o M-3x4 M-1.5x3 M-3x4+ o M-3x43ro PR p,�"' M-3x4+ �l 4 7-04-08 '' 6-11 '' 8-02-08 y GINE�� 5/0 Y b 7Oryp 7 -7 1-00 22-06 1-00 9 82 E t'r JOB NAME : POLYGON 3410-B - 1AIM Scale: 0.2612 4, 40 z• WARNINGS: GENERAL NOTES, unless otherwise noted: -IIP OREGON((ryy��`v'., I.Builder and erection contractor should b advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r' A a.�.v l a" Q Truss: B1 and Warnings before construction commnces. building component.Applicability of design parameters and proper 7 "'7 F Y D) 2.2a4 compression web bradng must be In'aNed where shown+. Incorporation of component is the responsibility ohne building designer. d't 3.Additional temporary bracing to insure-••Illy during construction 2.Design assumes the top and bottom chords to be laterally braced at gl/+y (;s U L Is the responsibility of the erector.Addl•el permanent bracing of 2'o.c.and st 10'o.c.respectseiy unless braced throughout their length by s- continuous sheathing such as plywood sheelhing(TC)and/or drywall/BC). DATE: 10/26/2015 the overall structure is the responsibility•the building designer. 3.2x Impact bridging or lateral bracing required where shown a• 4.No load should be applied to any compo-nt until alter ell bracing and 4.Instaldtlon of truss Is the respunsib8ly of the respective contractor. (^yr �t 12/31/2016 I�Y�.{ �y/�y�'. SEQ.: K1487239 rasWneraare complete and atnolime. ald any loads greater than 6.Design assumes trusses are obeused manoncorrosiveenvironment, EXPIRES: iGJs71ILV IC7 design loads be applied to any comports and are or"dry condition'.of use. TRANS ID: LINK s.Conant,has no control over and a oresponsronityorme 6.DeslgneasumesNllbeetlngelallauppoMsnown.Bhimorwedgeil October 26,2015 fabrication,handling,shipment and lasts-ion of component.. necessary. s p prth by 7.Designassumes adequate tonboth is provided. an 8.This design is Banished subject to the N aliens sat Orth by 8.Plates shallbe located on both faces of imae,and pieced co their center TPIMRCA in BCSI,copies o/which will the furnished upon request. Ines coincide with loin/center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./ColnpuTrus SOftyyire 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 8103TR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 • 2x6 KDDF #15BTR T1 SPACED 24.0" O.C. 1- 3=1-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 • BC: 2x4 KDDF k16BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"0C UON. FOR BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.068" @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' 1 load duration factor=1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads 1' 1''I T 1 I in the plane of the truss only. 12 -M-4x4+ 12 6.00 2 Q 6.00 M-4x6 M-3x4+ 4 000 o M-5x6(5) 3 ` 0.25" . O m o 11 7 34, , e M-3x4 (.25" 30 ll �6 0 !-� ,Q (-I3 f7�.FS. M-3x8 M-1.5x3 M-3x4 . PROF6-6, M-3x4+o M-3x4 M-5x6(S) �� GINE sf b b y y I Z F,c? Q 17-04-12 5-04-04 5-04-04 5-10-12 <t,y '�'7 J, J' i' )' � 89782PE r 1-00 34-00 1-00 ,,/ JOB NAME : POLYGON 3410-B - Cl Scale: 0.1727 OREGON/y WARNINGS: GENERAL NOTES, unless otherwise noted: �/(_ OREGON ^� a� Truss Cl Sulkier and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and la for an individual -7,c, V(../� (ryV �� and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.21/4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. fes. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced al r i fl,a f�.� Is the responsibility of the erector.Additional permanent bracing of • T o.c.and at 10 o.c.respectively unless braced throughout their length by !"'fj s DATE: 10/26/2015 the overall structure Is the res onsibili of bulldin des continuousa:nrpshgingi or wehasacing re uire where s senaand/or drywall(BC). P ty o g designer. 3.Zit Impel bridging or lateral bracing required where shown++ SEQ.: K 14 8 7 2 4 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used In a noncorrosive environment EXPIRES: TRANS ID: LINK design loads be applied to any component. and are far"dry condition"of use. EX IRES: 12/31/2016 5.CompuTrue has no control over end assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and installation of components. necessary. October 26,201 5 7.Platen assumes b elo c ted o n beth face Is rusd.and This design is furnished subject to the limitations set forth by S.Plates anon be looted on bath faces of truss,and planed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. N.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTms Software 7.6.6(1 L)-Z 10.For bask connector plate design values see ESR-1311,ESR-19e8(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-259) 1794 10- 9=( -15) 446 WEBS: 2x9 KDDF STAND 3- 9=(-2275) 988 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"00. DON. LIM 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1611) 937 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2275) 988 6-12=7 -15) 446 TOTAL LOAD = 92.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=7 0) 50 LL = 25 PSF Ground Snow (Pg) • BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TEt BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1592V -187/ 1870 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) u • ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 E MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" 1 MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 ,r 'l f Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05r13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 .,( in the plane of the truss only. M-5x6(5) 11111004 M-5x6(5) 3.1" 0.25" 0.25" • ow oc M-1.5x3 +� \Ilk,m_1.5x3 3 M M O O 4 1 _ ' ___ .-/ - • •!,. -11- 11 -M-4x4 M-3x4 0.25" M-3x4 =M-4x4 ae I R. 1-���yT M-5x8(S) 4,� ("n°PEA., y 8-09-04 y 8-02-12 y 8-02-12 y 8-09-04 y b � ti. 'N� tS/�� y 0 't ;9782 E 7� 1-00 • 34-00 1-00 s JOB NAME : POLYGON 3 410-B - C 2 Scale: 0.1727 ,r✓,_„.'"�� -}/ • � WARNINGS: GENERAL NOTES, unless otherwise noted: Illir t/' OREGON 4) 1.Builder and erection contractor should beadvlsed of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 'ji- O R E GON !1~ a ye. Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper �,t') -✓: f5 3 �S 2.2x4 compression web bracing must be In hailed where shown e. incorporation of component Is the responsibility of the building designer. T, Vs1 Py y...1 G V l i� 3.Additional temporary bracing to Insure MOAN/during construction 2.Design and at IS Me top and bottom unlesscholes to be laterally braced et T '-7 p'F J �ifV_ is the responsibility of the erector.Addllbpal permanent bracing of 2'o.c.and at 1Q o.c.respecasely braced throughout their length by DATE: 10/26/2015 the overall structure is the ree onalbi the buildingdeal continuous sheathing such as plywood required ng(TC)and/or tlrywall(SC). /-.1.AU L it � p Ry d designer. 3.2x Impact bridging or lateral bracing where shown+� SEQ.: (<1487241 4.No load should be applied to any comporlent until eller all bracing and 4.4.DesignInstallation of truss is thhe res to beity usedIf the respectNe ntractonment, fasteners are complete and at no time sMuld any bads greater than and assumedry trusses Ouse. TRANS I D: LINK design beds be applied to any component. 8.Design assumes NII bearing et all supports shown.Shim or wedge If �/ p} 5.CompuTrim has no control over and assures no responsibility for the scary EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 S.This design is furnished subject to the Ilratlons set forth by S.Plates shall be located on both faces of truss,end placed so their center TPI/W1CA In SCSI,copies of which will furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate s¢e of plate in inches. MITek USA,Ino./CofnpuTras Softwake 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1955(MiTek) This design prepared from computer input by - Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2190 3-11=1-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-259) 1799 11- 9=) -15) 959 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 989 12-13=1 -11) 71 4-12-1-649) 234 LOADING 9- 5-1-1619) 440 13-15=1 0) 0 12- 5=( -79) 998 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2217) 609 19-16=1-402) 2988 12-14=1-142) 1299 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2220) 502 16-17=1-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 92.0 PSF 7- 8=1-2836) 547 17- 9=1-825) 4279 13-14=1 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 992 14- 6=1-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.189" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" f '1' '1 T T f j' j' MAX HORIZ. TL DEFL = 0.174" 0 33'- 6.5" 12 12 6.00 HM-6x6 Q 6.00 6.0" Design conforms to main windforce-resisting 6 ,e--4' system and components and cladding criteria. M-5x6(5) r144% Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-1.5x3 load duration factor=1.6, 4 M-5x6(5) Truss designed for wind loads '0in the plane of the truss only. 0.25" • M-1.5x3 3 ac 1/\\ M-3x6 B Mo y M-3x6 rn 1 _ 16 17 Cl. 11 12 13 15 o M-3x9 1� O I ,M-9x9 0.25" M-5x8 9 o M-5x8 M-1.5x3 0 i M-5x6(5) M-5x8 3.75 - 12 y )' 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08y l 1-00 21-10-08 9-08 2-05-09-00 ,� - QFt�vs, y 22-10-08 i 00 11-01-08 b � ti� tN�Fq. /c' b ti 34-00 'Cr' :9782 E p1� JOB NAME : POLYGON 3410-B - C3 , ' f ' Scale: 0.1602 _ Ilir WARNINGS: GENERAL NOTES, unless otherwise noted'. OREGON /'y40 Truss: C 3 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual Ae A_4)R EG.C)N and Warnings before construction commences. building component.Applicability of design parameters and proper !%w 11/4/ u,• rt 2.244 compression web bracing must be installed where shown.. incorporation of component Is the rosponsiblllty of the building designer. „ey� V� �Gf� 3.Additional tem bracing to Insure stability during 2.Design sesames the lop and bottom chorda to be laterally braid at 77 �s temporary g y g consiructlon 2'o.c.and at 10'o.c.respect:very unless braced throughout their length by ` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 4 4 PA U SEQ.: 1(1487242 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"drycondition.of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NO bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design is furnished subject to the limaations set fodh by 8.Plates ehaN be located on both feces of truss,and placed so their center TPI/WICA in BCE:,copies of which will be furnished upon request lines coincide with joint canter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COlrlpuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LI ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE.UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BO.TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AN: BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. • • 17-00 17-00 4 1' '1 11-04-10 5-07-06 5-07-06 11-09-10 '1 T '1 T T 12 • IIM-4x4 12 6.00 L 3 Q 6.00 M-3x5(S) M-3x5(S) �, �M 114000140M mo1111111111111111 01 o M-3x5(S) o M-3x9 M-3x4 • • 17-00 17-00 `C:, IN •r,�QC" Y0 • 1-00 • 39-00 .V' 1-00 1/,� •r :9782PE r JOB NAME : POLYGON 3410-B - •4 .0► -'"'' Scale: 0.2477 ,/,) WARNINGS: GENERAL NOTES, unless otherwise noted. */may �+'�p /^��s' X4.0 7 Builder and erection contractor should be'.-dvlaed of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Jam•OREGON a•�. Truss: C4 end Warnings before construction comm-ces building component Applicability of design parameters and proper Y (rV 2.2x4 compression web bracing must be In lE where shown v. incorporation of component la the responsibility of the building eddesigner. aa9 4 G R 3.Additional temporary bracing to Insure „•Ildy during construction 2.Design assumes the top and bottom chords to be laterally braced at T "'7 1:.1 lathe responsibility of the erector.Adddb al permanent bracing of 2'oo.and at 10'o.c.respectbely unless braced throughout their length by DATE: 10/26/2015 the overan structuref the responsibility the building designer. continuous sheathing such as plywood sheathing(TC)endlor drywell(BC). /7.4 U 4 \ pone ty• S g 3.24 Impact bridging or lateral bracing required where shown•+ L/{.+ SEQ. : K1487243 4.No mad should be applied to any compo:ntuntil alter ail bracing and 4.Installation tallationoftru sIstahsare[oo resbe ponsibility respective contractor. e actor.ant, fasteners are complete and at no time s uW any loads greater than Design assumes design loads be applied to any tampons and are for"dry condition"of use. TRANS I D: LINK 5.CompuTms has no control over and a: no responsibility for the B.Design aesa ea lull bearing at all supports shone Ghie or wedge it EXPIRES: 12/31/2016 wary,m fabrication,handling,shipment and Instal.lion of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is furnished subject to the II ations eel forth by 8.Plates shell be located on both faces of truss,end placed so their center TPIIWfCA in SCSI,copies of which will tie furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In inches. MITek USA,Ina./CompuTsus Softsa`'e 7.6.6(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1588(1011Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. NON. LOADING BC LATERAL SUPPORT <= 12"OC. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Hind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T T T 12 IIM-4x4 6.00 12 Q 6.00 3 ON 2 r3 4 o / m a of 1 / //////////////////////////////////////////////////////////////////////////////////////////////////////// —2.3. 0 o M-3x4 M-3x4 ,1 y k )- 1-00 13-06-08 0I • 1N ��-V,t0 •R Ope�'NJ 1JGE�9 /0 :9 7 8 2 P E c' JOB NAME : POLYGON 3410—B — D1 • �. Scale: 0.5385 v EGON OThis AssignANOTES, unless yupotherwise parameter I 'V • EGON Truss: D1 1.and and beforerection construction uld commences. be advised of all General Notes 1.buibuilding mp nent.Aased pplcabny theparameterspar shown and proper Individual �{ • s^v, ' and Warnings before construction commences, component.Applicability of design parameters and proper G.,, pp 2.2s4 compression web bracing must be Installed where shown s. Incorporation of component lathe responsibility of the building designer. iiii«<,sy Al •(� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally bated at 7� "'A '� - l+ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h DATE: 1 26 2 15 the overall structure is the rcsponalblNty of the building designer, continuous Sheathing such as plywood sheathing(TC)and/or drywall(BC). --.4 U1. �� 3.2e Impact bridging or lateral bracing required where shown SEQ.: K14 8 7 2 4 4 4.No load Should be applied to any component until after all bracing and 4.Installation of truss is the responsibility 0 the respective contractor. fasteners are complete and at no time should any meas greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no re6.Design assumes full bearing at all supporta shown.Shim or wedge 11 EXPIRES: 12/31/2016 pu responsibility for the sssry fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OctolDer 26,2015 8.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x9 KDDF STAND 3-9=(-679) 129 LOADING 9-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LB( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) L_MITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL R3QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. A[ID BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.9" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 T T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 F7' M-4x9 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 1 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 1.1' lit �OM • O I O 0 IN 1 6 ' o M-3x4 M-1.5x3 M-3x4 • * * b 6-09-04 6-09-04 y 1-00 y 13-06-08 y 1-00 y \��`G9'N `� Opel, 1 e. 4 :9782PE c' JOB NAME : POLYGON 3410-B - D2 • i► Mil' Scale: 0.4010 ,� WARNINGS: GENERAL NOTES, unless otherwise noted: •�� "� ^OR( 1.Builder and erection contractor should bet advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual EGON V Truss: D2 and Warnings before construction comet Incas building component.Applicability of design parameters and proper t Ne 2.2x4 compression web bracing must be Installed where shown�, incorporation of component is the responsibility of the building designer. Y.. 3.Additional temporary bracing to Insure st«bllky during construction 2.Design assumes the top and bottom chortle to be laterally braced at Is the reaponalblAN al the erector.AtlditlTal permanent bracing of 2'o.c.and at 10'ox.respectively unless braced throughout their length by /.� DATE: 10/26/2015 the overall structure is the responsibility I the building continuous sheathing such as plywood eheathlng(TC)andlor drywall(BC). PA 1 i F '` p ty 1 g designer. 3.20 Impact bridging or lateral bracing required where shown x x �./l•• SEQ.: Ki 4 B 7 2 4 5 4.No load should be applied to any compo ent until ager all bracing and 4.Installation of truss is the reeponsibily of respective contactor. fasteners are complete and at no time'liquid any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID. LINK design loads be applied to any compeMn. ands ?O assumes tullbearingatof a. 5.CompuTms hes no control over end momes no responRbillty for the 8 necessary. lull tearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 1,, fabrication,handling,shipment and insta talion of components. 7.Design assumes adequate drainage b provided. OCto ober 26,2015 8.Thissdesign is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,IDC./CompuTlus Softw re 7.6.6(1 L)-E 10.For basic connector plate design values see E511-1311,ESR-1958(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF til&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 89 3-5=(-229) 205 BC: 2x9 KDDF til&BTR SPACED 24.0" O.C. 2-3=(-196) 119 ( ) WEBS: 2x9 KDDF STAND 3-4=( -20) 9 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 919V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -91/ 302V 0/ OH 5.50" 0.98 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.922" MAX TC PANEL TL DEFL = -0.127" @ 3'- 9.5" Allowed = 0.633" 6-04-04 0-07-12 MAX HORIS. LL DEFL = 0.001" @ 6'- 4.3" m 12 MAX HORIZ. TL DEFL = 0.001" 9 6'- 9.3" 6.00 M-1.5x3 4 3 -v Design conforms to main windforce-resisting system and components and cladding criteria. X Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ro End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o 0 0 i o /- � a 0 M-3x4 M-1.5x3 ) b ). 6-04-04 0-07-12 y b y 1-00 7-00 ��9,EQ f QeSs GIN -6, rO `r. :9782PE p� JOB NAME : POLYGON 3410-B - D3 ,„ ,.,r Scale: 0.5157 MIMI. WARNINGS: GENERAL NOTES, unless otherwise noted' ������ 40 Truss: D 3 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for en Individual• and Warnings before construction commences. building component.Applicability of design parameters and proper 15, (y� Q+ 2.2a4 compression web bracing must be Installed where shown•. Incorporation of component h the responsibility of the building designer. .may �T r 2.Design assumes the top and bottom chords to be laterally braced at 7 �'""'1�+yl• ',',i M1 �a�.� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I.+^ ` `(✓' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d II BC `f DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown+•rye( ) �� SEQ.: K1487246 4.No baa should be applied to any component until alter all bracing and 4.Installation of truss is the responslbitty of the respecce contractor. fasteners are complete and at no time shouN any bads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTmshasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes fug bearing ateAsupposeahown.Shim orwedgeil EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the limitations set forth7.Design lesshassumes adequate oth age Is provided. October 26,2015 y 8.Plates shell be Scaled on both faces of trues,end placed so their center TPIMTICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 3-0109 0-03-12 1' T T 12 4.00 D M-1.5x3 3 4 -/ 000p I ul 0 2 1 ti N II M M-3x9 M-155x36 1 ), 1-00 1-05 ��-�` 0 R A°gess Ncp cr :9782PE v" JOB NAME : POLYGON 3410-B - :1 - ' '.or Scale: 0.6603 - WARNINGS: GENERAL NOTES, unless otherwise noted: 92 OREGON ``' �„ 7 Builder and erection contractor should advised of all General Notes 7 This design Is based only upon the parameters shown and is for anlndrvdual �~ Truss: El and Warnings before construction cont rose. building component Applicability of design parameters and proper j,��• 2 Q' 2.254 compression web bracing mud be I tailed where shown�. Incorporation of component k the responsibility of the building designer. y'� v„G�['3 .. 4� �y 3.Additional temporary bracing to Insure•b118y during construction 2.Design assumes the fop and bottom chorda to be laterally braced at `,F �(j` th by Is the responsibility or the erector.Add,• al permanent bracing of 2continuous sheathin much as ply unless sheathing(TC)aced t n d/or d yout their b lll(BC). DATE: 10/26/2015 the overallstructuretstheres ibltl Ithedeercoo acnooan rywa( ) AgUL `` pone M building designer. 3.2a Impact bridging or lateral bracing required where shown os SEQ. : K1487247 4.No load should be applied to any compo enl until after all bredrp end 4.Installation of truss IS the responsibility of the respective contractor. fasteners are complete and at no time •uld any wads greater man S.Design assumes trusses are w be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any compo andignassare for dry full bearing at use. 5.CompuTrus has no control over ands r. o responsibility for the 8.Design assumes toll bearing el al supporta chose SNm or wedge if EXPIRES. 12/31/2016 fabrication,handling,shipment and nate alien or components. 7.Desgn assumes adequate drainage is provided. 0C4 be.r 26,20115(-EXPIRES: Gs: /e�`V 6.This design Is furnished subject to the I-Mations set forth by B.Plates shat be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which MI•.furnished upon request. lines coincide with food center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Softwdre 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131I,ESR-1986(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 KDDF #148TH SPACED 29.0" O.C. 2-3=(-49) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POP 0'- 0.0" -58/ 316V 0/ 92H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 P5F Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) 00 For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 17 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 0.1" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX BORIS. TL DEFL = -0.000" @ 3'- 4.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ,,-1 Truss designed for wind loads i in the plane of the truss only. N 0 I f 1 co o 1 - - o 2 9++ M-3x9 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,9,3 ��REp PR p �s• � c._)*, tIV 19 rQt 4 :9782PE 9� JOB NAME : POLYGON 3410-B - E2 ,r Scale: 0.8868 Mal/ WARNINGS: GENERAL NOTES, unless otherwise noted' / E2 1.Builder and erection contractor should beadvised ofall General Notes 1.This design lsbased only upon the parameters shown and isfor anIndividual �1 'F OREGON Ks Truss • and Warnings before construction commences building component.Applicability of design parameters and proper '' 4/ (19 Q' 2.2s4 compression web breang must be Installed where shown e. Incorporation of component Is the responsibility of the building deslBner. .,sy� ({ Q+., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 "Al-'t `n Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 19 o.c.respectively unless braced throughout their length by tok>\ DATE: 10/26/2015 the overall structure Is the responsibility ofthe buildingdee continuouspactsheathing suchras aciplyng re aired here s oanand/or arywan(Bc>. PilrAUL r� p ty designer. 3.2x Impact bridging or lateral bracing required where shown i+ A SEQ.: Ki 4 8 7 2 4 8 4.No toed should be applied to any component until after all bracing and 4.Installation of truss b the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater Man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design beds baa pit dl any component. and are for"dry condition"of use. �/p 12/31/2016)q /f� 5.Compurrus hes no control over and assumes no rasponsibillly for the 8.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES, 1 2/31 1201 6 fabrication,handling,shipment components. ry. ` 6+ su ject and limitations of 8.Pasin assumes oiled an drainage to troslse OCLOber 26,2015 6.This design is furnished subject to the Ilmttations set forth by S.Plates ahaA be located on both faces of!ruse,and placed m their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of piste In Inches. MiTek USA,Ino./CompuTNs Software 7.6.7(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1958(MITek) i Symbols u ri System I General Safety Notes PLATE LOCATION AND ORIENTATION 1 /a 3 " Center plate on joint unless x,y 6-4-8 dimensions shown not intto ft-in-siscale)xtDeenths F.Iluremag toe or FollowPersonaCouldlIn 1 Causeury Property I I offsets are indicated. (Drawin Mu = Dimensions are in ft-in-sixteenths. Illik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �� 4tits 2. Truss bracing must be designed by an engineer.For 0 /16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I — L66 p bracing should considered. IIMAlor 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 C•-7 O- designer,erection supervisor,property owner and plates 0 'A l' 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. connectorlates. THE LEFT. p 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 shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green 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,ESR 1988 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. 11.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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. .."-• 15.I Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.install and load vertically unless indicated otherwise. Min size shown is for crushing only. MUM p 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.9 9• and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. M MiTek" 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.01/29/2013