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Plans (11) W3T (Z_ coot ] 1T370 Sw Eoest MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-357 UPPER Fax 916/676-1909 POLYGON 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: R45755213 thru R45755224 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. •<<- � PROfEss �NGINE - 2 87022PE -9r yc�Aj<OREGON q5: QAC/ CIO 8ER \��Q� q. He?' E •IRE :06/30/20 7 October 27,2015 Hernandez,Marcos 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON 845755213 PL15-357_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530-:.ie,!'i 2014 MiTek Industries,Inc.Tue Oct 27 13'52:11 2015 Page 1 ID:s3crybS_6sJgMSM2 Sm_Dy9giZ-ZyvJY_cc5aeG5Qj9pON_cobw4mZfj_K38vxWxKy PA22 --11 1-2-0 111-0-12 1 1 2-6-0 I 2-4-9 11 1-2-0 11 1-9-11 1 p-8-01 Scale=1 40.1 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 a % % _ e o m - e. e V - 14414%4114144041. / 141%.441114441141k - ii 40111 101.111 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 II 3x8 = 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 f-3-51 I 19-6-8 I 22-11-8 1 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edgel,[3:0-1-8,Eddel,[18:0-1-8,Edgel,[19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 Incr 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 Uplift 15=-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=-174010,11-17=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. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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. ) P R 0Fe0 ��� � GINER i-c� 2� `r 87022PE / CO c‘r o •"0j, OREGON ti. �O0�MBER .\\ P\4 S A. HE�� EXPIRES:06/30/2017 October 27,2015 -a. a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the budding designer must verity 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 .. iMiTek 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 Qualify Criteria,DSB-89 and ICSI 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 R45755214 PL15-357_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:13 2015 Page 1 ID:s3crybS_6SJgMSM2Sm D_y9giZ-V�K0�3zgetdBu_KktYwpPShDgEdZ91BwvMbDQd?DyPA20 1 1-0-0 i 0-Nv1-2- 7�i Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 4x4 = 3x4= 4x4 = 1 2 3 4 5 )<0 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23; 2: 4 ❑ _ ❑ .+`\\ C c 4 ❑ .4 ❑ ,/ ,\ / / N Z N / N / N /` is\ /` \ /\ N • Zai e c e e e' 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 16-5-2 117-0-21 I 23-9-0I 16-5-2 0-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel,129:0-1-8,Edgel,130:0-1-8,Eddel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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 1 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. ���_d P R Or- 3)Refer to girder(s)for truss to truss connections. 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 ���Co ,\�`I N E�9 f�2 attached to walls at their outer ends or restrained by other means. ,9 87022P, tv y '3,, OR GON ti'O4/ AP. 0,-,4.,/ B E R 1'`�Q� A HES EXPIRES:06/30/2017 October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. 1- Design valid for use only with MitekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �{ 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,05B-89 and BCSI Building Component 7777 Greenback Lane 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 R45755215 PL15-357_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.5310 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:52:14 2015 Page 1 ID:s3crybD_65JgMSM2Sm_Dy9giZ-_XaSA?fVNVOryuSkUXwhEQDQSzTGwOpVgtAAXfyPA2? 1 1-0-o 1 10-10-2 1 1 1-2-0 1(7-14� Scale=1:32.4 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 4x4 = 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 le 11 12 13 14 15 16 17 18 19 • / \ - / N / N / N / Z \ / \ /'''\- 9 a o a o s e e o a e .. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5= 3x5 = 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I 11-8-10 112-3-19 1 19-0-8 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- [12:0-1-8,Edde),123:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 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. '\���p PROFesS mac,;.c. ANGitvEF9 io2y 870 2PE r >n Ri "02, OOREG N rte // O4( OnS�'lgER \\ \-\ A 1-4E?` EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111.1 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 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/fill Quality Criteria,001-89 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 R45755216 PL15-357_UPPER F04 FLOOR 3 1 Job Reference optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:52:15 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_Dy9giZ-Sj8gOLf78p8iZ21 w2ESwmemfnNxHftFf3Xvk46yPA2_ I 0-10-0 1 1 1-2-0 1 1°4-° I 9-3-131 2-6-0 i* 11-2-0 I I 1-3-7 1 Scale=1:19.8 1.5x3 II 3x4 = 3x4 I I 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 3x4= 4 5 6 7 8 9 - e e e • e e o /o ® e o e ® o a a N . , gr .- o o O 9 0 0' e 17 16 15 J13 12 11 10 1.5x3 II 1.5x3 ll 3x6 = 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4 = I 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,F3:0-1-8,Edge1,17:0-1-8,Edge1,18:0-1-8,EdgeJ LOADING(psf) SPACING- 1-7-3 CS!. DEFL. in (loc) 1/defl Lid 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 Incr 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. <C\k R°Fess GIN /Q 2 �� 870. 2PE /9r .7 N fic dc>,OREGON 5 4U ,4 O'0 BER 1N Q� A. NEC' EXPIRES:0613012017 October 27,2015 A mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103!2015 BEFORE USE. - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual huss 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI 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 MTek Industries,Inc.Tue Oct 27 13:52:16 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-wviCbhglv6GZBBc6bxz9JrlppnEnOFIoHBfHbYyPA1 z 1 0-10-0 II 1-2-0 I I 1-0-12 I I 2-3-1 I I 2-6-0 11 1-2-0 II 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 e e e e e i V 0 O e O o 4 O O - J 1- 18 171!B 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 6-8-5 19-3-5 13-10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— [2:0-1-8,Eddel.13:0-1-8,Eddel,14:0-3-0,Edgel,[6:0-1-8,Edgej,[7:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d 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 1BC2012/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 Uplift 19=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=95910,4-15=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 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. 4PR6 s' C•.. NF� sio'4 2�� cc 87722P r (.6"."6‘.4..„40 \SOREGO44 A. HEFT EXPIRES:06/30/2017 October 27,2015 4 I ®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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �M •.a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pemianent.bracing Mirek 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/IPII QuaBty Criteria,DSB-89 and SCSI 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 R45755218 PL15-357_UPPER F07 Floor 9 1 __ Job Reference(optional) __ Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiraIndustries,Inc.Tue Oct 27 13:5217 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-06Gap1 hNgQOQpLBJ9fUOr3ryHAVH7IiyWrOr7yPA1y 1 1-0-0 1 s s 1 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 16 17 18 19 e a - o_ o o a - - a a _ e c,,,,,,,,, j0 \ / N. 4/ N, / N / `1\ / N\ / \ /' '1%. 9 4 30 29 28 27 26 25 24 23 22 21 `XA 3x4 = 4x5 = 3x5= 3x5 = 3x5 = 3x5= 3x4 = 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 11-11-11 1 18-8-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge1,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Udefl lid 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!nor 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. '\cYtiO PROP, 60 <cG. �NG,iNEF' /q1 ' 870 2PE 7 CD CC\A2, OREGO /o TUU O ACUS�BEB .\\�P-' A HES EXPIRES:05/30/2017 October 27,2015 ®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 MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component.not Kg. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall • building design. Bracing indicated is to prevent buckling of individual truss-web and/or chord members only.'Additional temporary and permanent bracing Milek 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/T8l1 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 MTek Industries,Inc.Tue Od 27 13'52'.18 2015 nage 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-slgy0Ni?RkXHQVmVjM?dOGO72axes8051V8OfQyPA1x I 2-3-0 1 2-3-0 1?-51 I 1-2-0 II 1-9-11 1 2-6-0 1 00�� Scale=1:34.2 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 3x4 II 3x8 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 e _ e a e _ e _ iiiiiiiiiiiiiiiiiiiiiii _ e / 11/ , 9 N 00•000000 e e , 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,Y)- 14:0-1-8,Edgel,[15:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid 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 IBC2012/TPI2007 (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=58810-6-0,12=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 their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 0PROFe -\�Q, s �GINEsX c.. � 90 2<c 't-• 870 2PE �c--- 'oj`OO R EG N r09 ,L I On BER \� ;` - A H EFS 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. I. . r :. - Design valid for use only with M7ek0 connectors.This design is based onlyupon parameters shown,and is for an individual building coponent,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 anal/vr chord members only.Additional temporary and permanent bracing MiT ek . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quakty 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 I 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 2!13.52:19 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_Dy9giZ-KUOLEjidC 1 f82fLhH4WsxUwHL_AXbe5E_9txCtyPA1 w 1 1-0-0 1 1 0-9-2 d 1 1-2-0 I P-7-141 Scale 3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 354= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e _ e <:' a ®- _/ , '\ X \- / N i / \ 4,1" \\ . 9 / _ O d O d O @ e 3. 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,(23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl IJd 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!nor 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. (Ib)-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. 87022P� �� • i - cc, ,. tv 7 ^cy, OR GON r, / O "POnSti1BER \�,�P\ q. H-P EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall MI. 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 Safety Informafion 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.Tie Oct 27 13:52 19 7_015 Par, i ID:s3crybS_6sJgMSM2Sm_D_y9giZ-KUOLEjidC1f82fLhH4WsxUwOu_MIblAE_9txi,cr PA1 w 3x4 = 0-11-11 1-2-0 I 0-10-1 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 • • • • ` q • 1.5x3 11.5x3 I I 8 7 6 3x4= 3x4 = 3-5-12 3-5-12 Plate Offsets(X,Y)— [2:0-1-8,Edgel,13:0-1-8,Edgel 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 Ina YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code 1BC2012/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 3-5-12 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. '\((- PRpFeSS �cc;N. ANG[N�F�9 i�2y 87022PE v7 9�- OREGON ti9 O4r BFBti A HES EXPIRES:06;30,/2017 October 27,2015 iimmaimmemom ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the.app,icobi ity of design 7arameters and property incorporate this design into the overall building design. Bracing indicated is to preveni buckling of individr:al tress-web and/cr 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/T111 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 R45755222 PL15-357_UPPER F11 FLOOR GIRDER 1 1 _ Job Reference(optional) Pacific Lumber&Truss t:n., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,ibc. rue Ocd 27 i 3.52:21 2015 Page 1 ID:s3crybS_65JgMSM2Sm_Dy9giZ-GtV5fPkukfvsHzU4OVZKOvObJor73SGXRTM2GIyPA1 u 10-10-0 1 I 1-2-0 ii 1-0-12 1 1 1-0-0 I 10-7-9.11 1-2-0 1 1 0-11-3 I 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 ::*2 >4 >6 13 15 17 18 19 o e a e® o a o 9 N / '\ / o 7 -N....../ \ / 'N\ / _ gii. o s a 9 8 27 26 23 22 21 g 3x4 = 3x6= 4x5 = 3x5= 3x6 = 3x5 = 3x5= 4x8= 3x4 = 1 1-1-0 11-8-0 2-3-0 1 3-6-12 1 8-8-5 8-3-5 -10-51 19-6- 8 I 1-1-0 0-7-0 0.7-0 1-312 5-1-9 7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- [2:0-1-8,Edgel,f3:0-1-8,Edgej,19:0-1-8,Edge),(10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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/TPI2007 (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 Uplift 32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-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=-3113/0,14-15=-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 _0 PR OFE be attached to walls at their outer ends or restrained by other means. rS' 5)CAUTION,Do not erect truss backwards. ,-_Ns (GNG(NE -, s/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. ��? ?ice The design/selection of such connection device(s)is the responsibility of others. 87022PE 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00cV Uniform Loads(plf) / y -oOREGO p „1.4/Vert:20-32=-8,1-19=80 Concentrated Loads(Ib) p On BER 'V.\ A\�` Vert:17=791(F) `" LI A. HECK EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek 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 ANS1/TPI1 Qualify Criteria,051-89 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 R45755223 PL15-357_UPPER F12 FLOOR 1 1 Job Reference(optional) Peci5c Lumber&Truss Cs., Bsnvsr?,.i,t.Irugun 7.530 s.Jul 11 2014 MiTak Industries.Ins Tue Oct-.(13:U•22-,2015 Page i ID:s3crybS_6sJgMSM2Sm_D_y9giZ-133TskIWVy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1 t 10-10-0 I I 1-2-0 ii 1-0-12 I I 2-6-0 I 2-4-9 ii 1-2-0 II 1-9-7 I Scale=1:34.0 1.5x3 II 3x4 = 3x4 = 3x4 II 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 e • e I/ _ 9 e a -e e- '. rrl 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = 3-6-12 I 8-8-5J9-3-5 1-10-5 I 19-6-4 I 3-6-12 5-1-9 7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edge),(3:0-1-8,Edge),(14:0-1-8,Edge),F15:0-1-8,Edgel LOADING(psf) i SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 StudlStd(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. (Ib)-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)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. ���E� F R OF�.sS w� �co �G I N IFR /02 87022P� v� 'g' SATOR GON (19 Ad,/ 9O0 1BER -\•,NPS cl EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTlek0 connectors.This design is based only upon parameters shown,and is For an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall Mil . - . - building design. Bracing indicated a to prevent buckling of individual-russ web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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 I R45755224 PL15-357_UPPER F13 FLOOR1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.510-.ii:'i i,-±0,.1,Mack Indusiries,Inc.Tue Od 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2:;m_L)y9giZ-133TskIWVy 1 iv73GyC4ZY6YvGBO7o63hg66boCyPA1 t 3x4 = I 0-11-11 1 1-2-0 I 0-9-5 1 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 irA 111 0 N i ri1.5x3 II 1.5x3 II 8 // 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edgel,(3:0-1-8,Edde] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d 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 Ina' YES WB 0.04 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 3-5-0 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(lb)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. '`�y5c PROr <cc., ANO I N SFR /029 87022PE r -‘;' N % OREGO r 05:"-\1„441)/ o�4ti AP .'.ii'V/BER \ �\A� kJ A HEv 0R EXPIRES:06/30/2017 October 27,2015 „ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFEIt4NCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. ® Design valid for use only with Mrfek®connectors.This design is based only upon parameters shown,and is for an individual building cc.mponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall . buiiding•deslgn.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bra,_inp M Fie I( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl QuaMty Criteria,DSI-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 Symbols Numbering System Ak General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury r = Dimensions are in ft-in-sixteenths. I4' Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves o WEBS may require bracing,or alternative Tor I EV+- Obracing should be considered. = 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. �i 4. Provide copies of this truss design to the building C7-8 C6-7 C5-62 orientation, locate "- designer,erection supervisor,property owner and-'76' 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 i. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 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 in all respects,equal to or better than that "fr 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,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MMO reaction section indicates joint lis.=.4 mit number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 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. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a ivi iTek,7„ is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with • Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek8' MiTek USA, Inc. _in. it 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-357 UPPER Fax 916/676-1909 POLYGON 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: R45755213 thru R45755224 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. „ D P R OF(- co ‘ GINE . '9 '3 87022PE -7�" cv SAT OREGON ti�Q�ti �00S8 ER '\ A. HEFT E 'IRE :06/30/20 7 October 27,2015 Hernandez,Marcos 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 ANSUTPI 1. 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 du?1;2014 MiTek Industries,Inc.Tue Oct 27 13:52:11 2015 Page 1 ID.s3crybS_6sJgMSM2 Sm_Dy9g iZ-ZyvJY_cc5aeG5Qj9pON_cobw4mZfj_K38vxWxKyPA22 p-10-011-1-2-0 H I 1-0-12 I I 2-6-0 I 2-4-9 II 1-2-0 I I 1-9-11 I p-B-01 Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 H I 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e ee ee -\ e e m ee I,!- 1.5x3 / o N o eelIv"- lertil II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 1 8-8-5 �3-51 I 19-6-8 1 22-11-8 1 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edge],[18:0-1-8,Edqel,[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incr 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=-1510-1-12,16=1450/0-5-8 Max Uplift 15=-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. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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. '\<<_vo, P R 0Fe.0 ��\� ANG i N SFR wO2y 87022PE r- 7 'oT OREG•N ti� <U '9 4,/fi41B E R 1,�' Pap S A. HE'' EXPIRES:06/30/2017 October 27,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0.7/2015 BEFORE USE. 111111. 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 present buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,051-89 and SCSI 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 R45755214 PL15-357_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon i-- 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:13 2015 Page 1 ID.s3Dry bS_6sJgMSM2Sm_D_y9giZ-VK03zgetdBu_KktYwpPShDgEdZ91 BwvMbDQd?DyPA20 I 1-0-0 I r"7 0-�}q 1-2-0 Q 7-14 r � 7 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 ° P. �: e o/' /\>' N7 ' / \ / N / NoTho -e ee v e. 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 1II7�2I I 23-9-0 16-5-2 b-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgei,129:0-1-8,Edge1,(30:0-1--8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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. \\Ecj P R OFF 3)Refer to girder(s)for truss to truss connections. t5' 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 \Cot �rAG(NE- , .o 4) attached to walls at their outer ends or restrained by other means. ' 87022P� i cv�� N 43?, OR GON (IC? .M � �,...(/ On BER 1 SA HE?' EXPIRES:06/30/2017 October 27,2015 S I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII'-7473 rev.10/03/2015 BEFORE USE. Null. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and.property incorporate this design info the overall -:.-. .building design. Bracing indicated is to prevent buckling of individual truss web and/or chardmemben•only.Additional temporary and permanent bracing." Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,0SB-89 and SCSI 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 PL15-357_UPPER F03 Floor 5 J I 1 R45755215 .Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon r 530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:14 2015 Page 1 ID:s3crybS_65JgMSM2 Sm_D_y9giZ-_Xa SA?fVNVOryuSkUXwhEQ DQSzTGwOpVgtAAXfy PA2? 1 1-0-0 i 10-10-2 II 1-2-0 _i p-7-141 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 OA /\ ' / \ '<: \ / \ /_ l\ / \ /-\ ,4.,.._ - _.. 4.. 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 I 19-0--8 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge1,123:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 puffins, 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 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. 4c\o AGINE --, /02 `t• 870 2PE �r--- N 7 -0/,� AEG N rto O/V On 8EN \-\ LI A H EFk EXPIRES:06/30/2017 October 27,2015 ®WARNING_Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with Mifek0 connectors.This design is based only upon parameters shown,and is fa,an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. • MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,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 R45755216 PL15-357_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:15 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Sj8gOLfl8p8iZ21w2ESwmemfnNxHftFf3Xvk46yPA2_ I 0.10-0 1 1 1-2-0 110-6-0 I "p I-3-131 2-6-0 I I 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 II 3x4 = 3x4 I 14x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3 3x4= 4 5 fi 7 8 3x4= 9 e e e e e - o e e e .o e e..`,N.,_ o o �' o N N e- e e e- e- e _ e6 17 16 15 X 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 3-0-0 8-8-0 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel,(7:0-1-8,Eddel,18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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 Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 Upliftl7=-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(Ib)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. �C?_5 NGINEF'q /�2 870. 2PE �c" / 7 N ti �"c'S OREGON - J COS"BEB \\' Dr• A. HER EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-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.riot 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/TPI1 Quality Criteria,DSB-89 and BCS!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 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13'52:16 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-wvi CbhgIv6GZBBc6bxz9JrlppnEnOFI oHBfHbYyPA 1 z 1 0-10-0 II 1-2-0 1 I 1-0-12 1 I 2-3-1 I I 2-6-0_ i 1 1-2-0 it 2-3-3 I Scale=1:29.7 3x4 = 3x4= 3x4 = 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 e e e - e _ o e e _ N4414 II orr a v e o a o 1t 18 17 18 15 14 13 12 11 3x4 = 3x6 = 3x8= 3x6 = 3x4= 3-6-12 I 8-8-5 I9-3-5 p-10-5{ 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— [2:0-1-8,Edgel,f3:0-1-8,Edgel,14:0-3-0,Edgel,[6:0-1-8,Edgel,f7:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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 Uplift 19=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 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. \l0° P R°fe <c ' � �GNSFRss/°\�� C 2�Q 87022PE r . ^3jOREGO � 4/ , O Lio kJ A. HEC. EXPIRES:06/30/2017 October 27,2015 mil-- ®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 property incorporate this design into the overall. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rcombers only. ,Addiu;orusl temporary and pen anent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property dumage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building P 7777 Greenback Lane 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 Pagel ID:s3crr bbS�S_6sJgMSM2Sam_Dy9giZ-O6GaplhNgQOQpLBJ9fJOr3ryHAVH7IiyWrOr7yPA1y 11-0-0 1 F�1 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 16 17 18 19 • N / \ / N /\: /N/ N /- /O 9D O O e 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 11-11-11 1 18-0-12 - I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge],[23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 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. 870 2PE 7 SAT OREGO ti� <v� AP '4,1 BFR \'`��O S A- HE? EXPIRES:06/30/2017 October 27,2015 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1- Design valid for use only with M7ektO connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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 ANS1/TPI1 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&Tern Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industriec,Inc.Tue Oct 27 13:52:18 20,8 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 1-9-11 1 2-6-0 I 10-8 0 Scale=1:34.2 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 3x4 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 / - 010° -14444414141141! 00............ 14114INft ---7 -414,144.. 2 g • O v e � o 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,Y)— [4:0-1-8,Edge1,(15:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 IBC2012/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 OF 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 their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -\o'�a PR°F�ss �� NG�NBF•7 /p2"V 870 2PE r U3 ,� 7 �-0, OREG N ("P 44/ 'AN 0OSMB E R 1���� #4. H _.\-• EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111,. 7 Design valid for use only with Mack®connectors.This design is hosed only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of.design parameters-and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss WHO arid/W r)tsorcf Members only.Additi,,nal temporary and permanent bracing MiTek- , is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Budding Component 7777 Greenback Lane I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95810 Job Truss Truss Type Qty Ply POLYGON R45755220 PL15-357_UPPER F09 Floor 2 1 , Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregoer 7.530 s Jul 1 1201,4 MiTek!ndustries,Inc.'rue Oct 2/1 3:2.19 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-KUOLEjidC 1f82fLhH4WsxUwHL_AXbe5E_9txCtyPAl w 1 1-0-0 1 1 0-9-2 II 1-2-0 1 P-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9a .O/ \ / ' ' <:>°< i 1 \OOO b a C e 3i 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5= 3x4 = 3x5 = 4x5 = 3x4 =- 12-9-10 12-9-10 I 11-7-10 112-2-101 I 18-11-8 1 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- (12:0-1-8,Edge),123:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 Incl 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. (Ib)-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=339610,14-15=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. '�Q'EQ P R oF�ss ccC;, ..,.\AGAN EF9 /02 ' 87022P; �� • i >� - `x-02, OR GUN q5) „4/ A HO; EXPIRES:06/30/2017 October 27,2015 5' -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. t , 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 property incorporate this design into the overall �r y, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing f tTek 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 AN51/TPI1 Quality Criteria,DSB-89 and SCSI 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 i Job Truss ITruss Type Qty Ply POLYGON R45755221 PL1S-357_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Ti-USS 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-KUOLEjidC1f82fLhH4WsxUwOu_MIbIAE_9txCtyPA1 w 3x4 = H--- 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 / • • C e O N 1.5x3 II 1.5x3 II 8 • 7 6 3x4= 3x4 =- 1 I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— 12:0-1-8,Edgej,(3:0-1-8,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d 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/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(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. (Ib/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. �cyc PRQ1 4•44 ->'"ANG I N EFR /02 87022PE �c--- / -9 ^3j, OREGON rP 11.3 -\<:.)dor, �8ER A��P A HE?' EXPIRES: 06/30/2017 October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 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 qf design parameters and property incorporate this design into the overall _ - - - . building design. Bracing indicated is to prevent buckling of.indrvidublrruss 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 Qualffy Criteria,D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 45610 Job Truss Truss Type Qty Ply POLYGON R45755222 PL15-357_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optiona) Pactfic Lumber&Truss Cs., t3eaverton,Oregon 7.530 s Jul 11 2014 MiTek in.^.us?lies.Eric_Tue Oct 2 r 13:5221 2015 Page 1 ID:s3crybS_65JgMSM2Sm_D_y9giZ-GtV5ff kukfvsHzU4OVZKOvObJor73SGXRTM2GIyPA1u 10-10-0 1 1 1-2-0 1 1 1-0-12 i t 1-0-0 I 10-7-9 I 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 o eo o • o 1"c? V -N /-\. / N /_ _\. Z" N X N. x 9 O G _ 9 O a O 'O' 9 O - - 3'' 31 30 9 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6 = 3x5 = 3x5= 4x8= 3x4 = 11-11-_Co) 10-1-8-07_0120:374:0{ 3�r12 8-8-5 -3-5 9-10-51 19 -6-8 I 1 1-3-12 5-1-9 '0-7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- [2:0-1-8,Edge],[3:0-1-8,Edge],[9:0-1-8,Edoe],[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d 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 Uplift 32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-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=3113/0,14-15=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 _ o p R°FE be attached to walls at their outer ends or restrained by other means. u. 5)CAUTION,Do not erect truss backwards. .Co �NGI NE�R c- 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. ��? 1- 17 The design/selection of such connection device(s)is the responsibility of others. Q itz/t...„,40/.,(\/87022PE r7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p -y -oj, OREGO 1-0 Vert:20-32=-8,1-19=80 BER R O Concentrated Loads(Ib) C Citi 1\w\P� Vert:17=-791(F) `" A. HE EXPIRES:06/30/2017 October 27,2015 + 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 M7ek®connectors.This design is based only upon parameters shown.and is for an individual building component,not - a truss system,Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall -. . .. building design_•Bracing indicateu is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .. - Niiirr Jkr- - . ' 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/T111 Quality Criteria,DS6-89 and!SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cltrus 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 Jui 11 2014 MTek Industries,Inc.Tue Gd 27 13.52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-I33TskIWVy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1t 10-10-0 1 1 1-2-0 1 1 1-0-12 I l 2-6-0 I 2-4-9 II 1-2-0 ii 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4 = 3x4 = 3x4 I I 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 O e ee _ a e D e N, N ,ii e o e e a FJ 19 18 17 16 15 14 13 12 3x4 =1.5x3 I I 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 -3-510-51 19-6-4 I 3-6-12 5-1-9 7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— [2:0-1-8,Edgel,[3:0-1-8,Edgel,[14:0-1-8,Edgel,[15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid 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 Inc:- 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. (Ib/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-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)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. 87022P� �c i 7- . ^02, OR GON ti9 Q 9On BER \,,. Pio SA. HE EXPIRES:06/30/2017 October 27,2015 $ a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not MI. 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 into 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,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 7.5.0 s h.111 2014 Mil ek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZa33TskIWVy1 iv73GyC4ZY6YvGBO7o63hg66boCyPA1t 3x4 = 1 0-11-11 I I 1-2-0 1 I 0-9-5 1 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 I IIII 1111 IIPA 11.1\ II0 N 1 9 IllM III ii ger m • me' M1.5x3 II 1.5x3 II 8 M 7 6 5 3x4= 3x4 = I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edgel.13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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!nor 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. �vDPR0F� •\� SS NE-p, p c.. ,.v` 2may 87022PE r ��ATFOR EGO (9 Q�� O 18ER 11�.��. LI A H EP% EXPIRES:06/30/2017 October 27,2015 I ®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 Weld?connectors.This design is based only upon parameters shown,and is for an individual building component,not Mill-._. a buss system.Before use,the buiidino designer must verify the applicability of design parameters and property incorporate this design into the overall . _ 1 ...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/TP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury r=7.1r Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0-/16 4 wide truss spacing,individual lateral braces themselves a 16111 W EBSjiii may require bracing,or alternative Tor 311111111, 0 ,, p bracing should be considered. 111111411p O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. C r-S C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locateF— designer,erection supervisor,property owner and plates 0 'r from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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-131 1,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 in all respects,equal to or better than that ,j'e 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,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 4111 =diP reaction section indicates joint IllaMmillIE number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1111111111111110 18.Use of green or treated lumber may pose unacceptable PEall environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal Will 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. m iTek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 INN 11111 mita 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � N GI 'off ct 89782PE -7 OREGON 44°�. pA UL C /EX21 1/2010 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 14'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16.BTR LOAD DURATION INCREASE = 1.15 BC: 2n4 KDDF #UBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 140 mph, h=21ft, 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 = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF 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 LION. 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. 7-04-08 7-04-08 T T 71 12 12 6.00 p IIM-4x4 Q 6.00 3 I • 2 4 en en iv �J s I 0 0 M-3x4 M-3x4 1-00 14-09 C'~� 0.G I N 6) fo• b ' :9782PE 17k JOB NAME : POLYGON 3410—B — Al ..411- Scale: 0.5145 ,>, , WARNINGS: GENERAL NOTES, unless otherwise noted: C., t.Builder and erection contrado,should be advised of all General Notes 1.The design Is based only upon the parameters shown and is for an individual �y '9' •R EGO N ? ; Truss: Al and Wamings before construction commence.. building component.Applicability of design parameters and proper ! :/11f,� {) 2,DO compression web bracing must be Installed where shown.. Incorporation of component lathe responsibility of the building designer. .l1� C//'f F3 y `5 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at 77 '"'!! '` �j-,. Is the responsibility of the ere dor,Additional permanent bracing of 2'o.c.and at 1010.c.respectively unless beaned throughout their length by 'l .. continuous sheathing such as plywood she ething(TC)and/or drywall(SC). P^ P\ DATE: 10/26/2015 he overall structure Is the responsibility of the building designer, 3.D Impact bridging or lateral bracing required where shown++ / SEQ. : K 14 8 7 2 3 7 4.No load should be applied to any component until alter at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes lull bearing at all supporta shove.Shim or wedge it EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. L October�7 GV 201 J G 6.This design la tumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lJ TPWiTCA In SCSI,copies of which wit be furnished upon request, (lees coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc,/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values eee ESR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DD .00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE 1.15 1-2=( 0) 50 2-6=(-30) 565 6-33="'(0)(0) 343 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3-(-798) 139 6-4=(-30) 565 LOADING 3-4=(-798) 139 TC LATERAL SUPPORT <- 12"OC. UON. 9-5=( 0) 50 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 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= 0.002" 8 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" 8 15'- 9.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 8 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.063" 8 3'- 11.0" Allowed- 0.498" MAX TC PANEL TL DEFL = 0.181" 8 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" 8 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" 8 14'- 3.5" 7-04-08 7-04-08 12 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 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 W:7( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn o t M I 0 1 X111 6 _ M-3x4 M-1.5x3 M-3x4 5 O0 y y 7-04-08 7-04-08 p y 1-00 19-09 y 1-00 ctf�� PROFS . ' GIN4•- . fes 0. 89782 PE I- ---ie'JOB NAME : POLYGON 3410-B - A2 `,�. � • Scale: 0.3895 ' WARNINGS: GENERAL NOTES, unless otherwlse noted: Truss: A2 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran individual Gi' rE G ON N. and Warnings before construction commences. building component.Applicability of design parameters and proper © • 2.2x4 compression web bradng must be Installed where shown a Incorporation of component la the responsibility of the building designer. � 3.Additional temporary bracing to Insure stability during construction 2.Design at IS the lap and bottom chords to be laterally braced at "9j.,- `^q ti�r A 5 . is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1a o.c,respectivety unless braced throughout their length by NI i 1 UL 0 j! DATE: 10/26/2015 the overall structure le the responsibility of the building designer, continuous sheathing such as ptywoed sheathing(TC)and/or drywall(BC). dt SEQ.: K 14 8 7 2 3 8 'I No Toad should be applied to any component until alter at bracingand 3.2x Impel bridging or lateral bracing required where shown++ �Q 4.Installation of truss Is the responsibility of the respective contractor. -j fasteners are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, • T RAN S I D: LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim or wedge If ryry �] 2016 fabrication,handling,shipment and Installation of components. necessary. EXPIRES: GI I 6.This design is furnished subject to the limitations set forth by ,7. Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed cc their center October 26,2015 0 TPIN TCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Diglls Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For battle connector plate design values see ESR-1311,ESR-1968(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/Cq=1.00 TC: ..'2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 •2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=(-14D) 605 BC: 2x4 KDDF NI&BTR 3- 9=) 0) 0 WEBS: 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"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA = LL.= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ 0H 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 floc 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 = 0.946" REFER TO COMPUTRUS STANDARD MAX HO RIZ. 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=l.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T T T 1 12 4 CM-4x4+ 12 6.00 : Q 6.00 14=4.6 , M M O O 6 7 �' o M-3x4 M-1.5x3 M-3x4+ o M-3x4 �j y y M-3x44- �,O) i-R 0,c4.. 0.0 7-04-08 6-11 8-02-08 \....1.4 ,tAGINIEI /0 i-say 22-06 -00, 4' -`' �' 89782PE 1- JOB NAME : POLYGON 3410-B - B1 "'`'�/= Scale: 0.2612 M WARNINGS: GENERAL NOTES, unless otherwise noted: 41. 17 A+OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .1 Yf (..0 � Truss: $1 and Warnings before construction commences, building component.Applicability of design parameters and proper 7,49, '413y A5 // 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. �,1 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced al /*h� ('1`v Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c-respectively unless braced throughout(hair length by /`'' T continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : El4 8 7 2 3 9 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -{f'� i rj TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use, EXPIRES: ICI�II2016 6.Design assumes full bearing at all supports shove.Shim or wedge If October 261 2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is 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 SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Cam uTrus Software 7.6.6(1L-Z 9.FoDigb indicate sizeofpplatee Inches. p ) to.For basic connector plate design values see ESR-1311,ESR-1988(MITe k) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" TC: 2x4 )(IMF #16BTR; IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x6 KDDF #1:BTR T1 LOAD DURATION INCREASE = 1.15 1-13-) -868) 361 1- 9=(-559) 1297 9- 3=( 0) 206 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-909) 337 WEBS: 2x9 KDDF STAND 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 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 6- 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1563) 989 BC LATERAL SUPPORT C= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG 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) OVERHANGS: 0.0" 12.0" 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) 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). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7 REFER TO COMPUTRUS STANDARD VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 GABLE END DETAIL FOR COMPLETE MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed= 1.079" SPECIFICATIONS. MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" 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. 35-00 1-00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 18-00 0-06-08 5-02-08 5-02-08 6-00-08 f f load duration factor=1.6, Trsind or ads f 12 T f f f f inuthedd planeeoffthewtrusso only.6.00 -M-4x4+ 12 2 -; ".'q 6.00 M-4x6 M-3x9+ 9 0 M-5x6(5) 0.25" m 0 4111 I e�rn o r, 111---r, �v 10 11 o M-3x4 M-3x4 •25" M-3x8 M-1.5x3 M-3x4 c o M-3x4+ I f.r1OJ1�n y M-5x 6(5) o Sv. Ct3 y y y y �, �NG1N� wp y 17-04-12 5-04-04 5-04-04 5-10-12 C,� 1-00 34-00 1-00 �` 89782P �� • JOB NAME: POLYGON 3410-B - Cl -�'' :. .'"'""'' • Scale: 0.1727 � my WARNINGS. GENERAL NOTES, unless othenvlsenoted: "7 OREGON >r Truss: C 1 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual f }9 end Warnings before construction commences. building component.Applicability of design parameters and proper vq i. I ✓ 0� 2.2s4 compreealan web bracing mull be Installed where shown+, Incorporation of component lathe responsibility of the building designer, YJ �� ''y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at Is the responsibility of the erector.AddlUonal permanent bradng of 7 o.c,end at iD'o.c.respeellvely uMece braced throughout their length by p/1 1 (l DATE: 10/26/2015 the overoN sWeturo laths recontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC), r"l tv,/L responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ SEQ. : Ki4 8 7 2 4 0 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 at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /ry TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use, EXPIRES: I IJr� l.G016 5,CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If - fabrication,handling,shipment and Installation of components. Desinecegn October 26,2015 H.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. 8.Plates shall be located on both faces of Was,and placed so their center TPUWICA In BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc.lCompuTrus Software 7.6.6(114-Z9.Digits Indicate size of plate In Inches. 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: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10-(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-259) 1794 10- 4=( -15) 446 WEBS; 2x4 KDDF STAND 3- 4=(-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"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" B- 9=( 0) 50 LL= 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF 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) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL 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" MAX HORIZ. TL DEFL= 0.083" @ 33'- 6.5" 17-00 17-00 4' 4' 4' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 6.00 p M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads , 5 4'-,( in the plane of the truss only. M-5x6(5) M-5x6(5) 3.1" 0.25" 0.25" 0 it M-1.5x3 +F M-1.5x3 3 O O 4 1 �. \q 10 1aV oo =M-4x4 M-3x4 0.25" M-3x4 -4x4o 1 • M-5x8(S( . c.O PRQ FS y - GINE,-C / J, y 8-09-04 8-02-12 8-02-12 8-09-04 c, ,9 C2 J, y 1-00 34-00 1-00 �� :9 7 82 P E c' JOB NAME : POLYGON 3410-B - C2 ,�. ,�'� Scale: 0.1727 lir WARNINGS: GENERAL NOTES, unless otherwise noted: CI ((7 Truss: C 2 1.Builder and erection contractor should be advised of a8 General Notes 1.Thle design Is based only upon the parameters shown and Is for an Individual ,iy jf_.OREGON ON and Warnings before can Wuction commence., building component.Applicability of design parameters and proper 5, V q 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer, ��4t, q5'r V (}+ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chorda to be laterally braced et JL!.` Is the responsibility of the erector.Additional permanent bracing of T e.0.and at 10'o,c.respectively unless bread throughout their length by �� V DATE: 10/26/2015 the overall structure Is the re continuous sheathing such aa plywood sheathing(TC)andlor dryweg(BC). responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown* SEQ.: K 14 8 7 2 41 4.No toed should be applied to any component untg after all bredng 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 ere to be used Ina noncorrosive environment, TRANS I D: LINK design Wads be applied to any component. and ere for"dry condition"of use. e� le i/r�/{ 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/2016 5.CompuTrvs hes no control over and assumes no responsibility for the necessary, fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6 2 October 6.This design is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center 26,201 5 TPWVTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 1L MiTek USA,Inc./Com Tfus Software 7.6.6 9.Digits Indicate size of plats In Inches. ( E 10.For basic connector plate design values sea ESR-1311,ESR-1968(MITA) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 ROOF #1sBTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=1 -15) 459 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 489 12-13=( -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 440 13-15=( 0) 0 12- 5=1 -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSE 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=1 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 942 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/ 1542V 0/ 0H 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "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 = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL - -0.367" @ 21'- 9.5" Allowed = 2.206" 17-00 MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 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" T f T , , T T T MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" , 12 12 6.00 p HM-6x6 "Z 6.00 Dysitgm cocrompotnoenmain nddcen-g recristterna .6.0" 5 .f--,( M-5x6(5) t1! Wind: 140 mph, h=23,4ft, TCDL=4,2,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(S) Truss designed for wind loads '.#1• in the plane of the truss only, 0.25" > .5x31/\ 1 ç3X18 4. 'w of I -4x4 0.25" M-5x8 M-1.5x3 oI M-5x8 9 oI M-5x6(S) M-5x8 0 3,75 'Jr .Jr ,Jr )' ), y y ,Jr12 y 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08y J.1-00 21-10-08 9-08 2=05-08v-oo _' ) P R 0p 5 y 22-10-08 i o0 11-01-08 y r�Nr''IN '9 `9/0 34-00 y '4.,/ :9782P E v'" JOB NAME : POLYGON 3410-B - C3 ,//'Y :„.....,<:;ert7 • • . Scale: 0.1602rr I WARNINGS: GENERAL NOTES, unless otherwise noted: , `,,,, Truss: C 3 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '! OR G and Wamings before conatructon commences. building component.Applicability of design parameters and proper � �(�. . 2.2x4 compression web bradng must be Metalled where shown+, incorporation of component Is the responsibility of the budding designer. _ 9 , a 3.Additional temporary bradng to Insure stability during construction 2•Design assumes the lop and bottom chords to be lelencty braced at L �j Is the responsibility of the erector.Additional permanent bracing o! 1 o.s.end at 10'o.e,respectively unless braced throughout their length by _�r ��,A'V DATE: 10/26/2015 the overall structure la the responsibility cribs budding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 't '4 U �] v 3.2z Impact bridging or lateral bradng required where shown++ /`'' `i SEQ.: K 14 8 7 2 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respectNe contractor, fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive 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 responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If 12/31/2016 fabrication.handling,shipment end Installation of components. necessary, EXPIRES: 6.This design Is furnished subject to the limitations set forth by 8.Designlatesassumes adequate tdonodthi ace Is truss, October 26,201 5 8.Plates shall be located e both laces or truss,and placed so their canter TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7,6,6(1L)E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(Wok) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.4ft, 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 = 42.0 PSF load duration factor=1.6, 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. 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. 17-00 17-00 T T T 11-04-10 5-07-06 5-07-06 11-04-10 1 T c T T 12 IIM-4x4 12 6.a0 3 D 6.00 N M-3x5(S) � M-3x5(5) 1001111. 4.4444440 M U _1-I O 111111.1.11.11111111.11.1111111111...1111111.°111111111.11.11.1.°111111.1.°1111111° 1 7 . M-3x5(S) o M-3x4 M-3x4 L 17=00 17-00 '�C. �IN a��Ss0 1-00 34-00 �' {'1,1 -00 Q� �` 89782PE C' JOB NAME : POLYGON 3410—B — C4 x. ..000, Scale: 0.2977 -' Amor WARNINGS: GENERAL NOTES, unless otherwise noted: ' C., , '40 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual "}�jj-.O R EGO Ngo ,,,. Truss: C4 and Warnings before conetructlon commencee. building component.Applicability of design parameters and proper j/� 2.2x4 compression web bracing mint be Installed where shown+. Incorporollon of component mponenl is the responsibility of building designer, /(R y .r �<�r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap end bottom chorda to be laterally braced al v('�� "1 J l-`_ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by continuousbridging thing such es plywood eheething(TC)and/or drywag(BC). /�' t 1 . DATE: 10/26/2015 the overall structure Is the responsibility of the building des goer. 3.2x Impact bridging or lateral bracing required where shown e e A U L SEQ. : K 14 8 7 2 4 3 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 at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 12/31/2016!!'� r�jj /✓� C 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/201 6 5.cam puTrus hes no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OCtOber 262015 6.Title design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l r TPVWTCA 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.lCompuTrus Software 7.6.6)1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON, system and components and cladding criteria. LOADING BC.LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15f t, 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 = 42.0 PSF load duration factor=1.6, Truss designed for wind loads' LL = 25 NSF 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 DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. copr to specifics gable end detail for complete specifications. 6-09-04 6-09-04 T l z '( 6.00 [7' IIM-4x4 12 Q 6.00 3 2 cc) f— 4 M O ,—. — — I o 11 1/ / //////////////////////////////////////////////////////////////////////////////////////////////////// // �1 0 M-3x4 M-3x4 ,' y 1-00 13-06-08 y y 4t" :9782PE ter` JOB NAME : POLYGON 3410-B - Dl Scale: 0.5385 ,_o•"`] WARNINGS: GENERAL NOTES, unless otherwise noted. ,, C.- /.... / ", Truss: D 1 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 •R E GON ', end Warnings before construction commences. building component.Applicability of design parameters and proper /if� Incorporation of component Is the responsibility of the building designer, 2.2x4 compression web bracing must be installed where shown+, - O Y 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et .51, 11 A C7`! •,% .� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'cc.respectively unless braced throughout their length by • I f f (%DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as ptywood sheathing(TC)andlor drywall(BC). fy,4 U L • 4.Ni ad should be applied to an component until after all brach and 3.2x Impact bridging or lateral bracing required where shown+-0- SEQ.: P .' . K 14 8 7 2 4 4 pP Y P g 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S 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 responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If fabrication.handling,shipment and installation of components. 16 necessary. EXPIRES: ��, / /�O 6.This design Is furnished subject to the limitations set forth by 7.Plates as ll ms oadequ ate odthi ace Is truss,end 26,201/5 8.Plates shall be located on both faces of truss,end placed so their center TPVWTCA In BCSI,copies of which will be furnished upon request. Imes coincide with Joint center Imes. }E 9.Digits Indicate size of plate In Inches. MiTek USA.Inc.fCompuTrus Software 7.6.6)1L 10.For basic connector plate design values see ESR-1311,ESR-1986(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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 TC 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 TOTAL LOAD = 42.0 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" -67/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 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 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" @ 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'- 7.4" 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 1' "I '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 ))M-4x4 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0 (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 47.7( load duration factor=l.6, Igi Truss designed for wind loads in the plane of the truss only. co: r~1 o .i.,...-. 1„.. st!: I 1 2 6 . O I M-3x4 M-1.5x3 M-3x4 y y 6-09-04 6-09-04 y 1-00 13-06-08 1-00 y .`Cc.9\ P R O��J� c§? ON I N F� '�g Q- :9782PE �v" JOB NAME : POLYGON 3410-B - D2 Scale: 0.4010 ,. or Ali, WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual `f •' •R E G O N r`� and Warnings before construction commence.. building component.Applicability of design parameters and proper I lam///��. 2.2x4 compression web bracing must be Installed where shown+, Incoryoretlon of component la the responsibility of the building designer. -9,9 /1 R y A5 3.Additional temporary bracing la Insure stability during constructionir- 2.Design assumes the tap and bottom chorda to be laterally braced at 7 '�) J � -. Is the responsibility al the erector.Additional permanent bracing of 2'a.c.end et 10'o.c,respectively unless braced throughout their length by • DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.So lispesi bridging or continuous g lateral brasuch as cing�eq I required a a)hovn.drywell(BC). ''/t' /t VA SEQ.: K 14 8 7 2 4 5 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. U 4 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all support,shown.Shim or wedge It EXPIRES: 12/31/2016 5.CampuTrue has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center October 26,2 5 TPI1WTCA In SCSI.copies or which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6 L 9.Digits Indicate size of plate in Inches. P ( )'E 10.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 7'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3-(-146) 119 WEBS: 2x4 KDDF STAND 3-9=( -20) 9 • LOADING TC 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 SEARING MAX VERT MAX HORZ SAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed - 0.633" 6-04-04 0-07-12 .1 •' MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 6.00 [;7' M-1.5x3 4 LI -+r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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=l.6, End verticals) are exposed to wind, Truss designed far wind loads in the plane of the truss only. r-- 0 r 0 I rhcn o f 0 M-3x4 M-1.5x3 y y y 6-04-04 0-07-12 y l 1-00 7-00 ' 89782PE ��" • JOB NAME : POLYGON 3410-B - D3 Scale: 0,5157 ..401, .4110, WARNINGS. GENERAL NOTES, unless otherwise noted: '�� C..+' YJ Truss: D 3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and Is for an Individual -�cf (•Oji EG O1\. . and Warnings before construction commences. building component,Applicability of design parameters and proper • I'x/�+v,,` �n V.f V T. 2.9t4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. F' • �,O 3,Additional temporary bracing to Insure stability during conslrucIIon 2.Design assumes the top and bottom chords to be laterally braced at � • -4 C1 v' A 43 . Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unlace braced throughout their length by ' a'I I l . DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). /y 4.Na load should be lied to anycomponent until after all bracingand 3. Impact bridging or lateral bracing required where shown 00 I'M j I- SEQ.: K 14 8 7 2 4 6 applied Po 4.Installation of truss Is the responsibility of the respective contractor. v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"thy condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design esaumes lull bearing at all supports show,.Shim or wedge If fabrication,handling,shipment end Installation of components. necessary,Design s4 {., EXPIRES: 12/31/2016 6.This design le furnished subject to the limitations set forth by 7.Plate.assumes adequate drainage is ruvided. October 26,201 5 8.Plates.hail be joint located on both faces of truss,and placed so their center TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. g.Digits Indicate size of plate In Inches. MiTek USA,InC.lCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 gas(MITek) - This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. TC: 2x4 KDDF #16BTR • LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR • SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND - system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, 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 lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 1" 1' T 12 4.00 M-1.5x3 4 —/ 3 O raft 2 O_.agigillIllIllIllIlllgjl m III IF M-3x4 M-15 5x36 y i 1-00 3-05 t4G7IN. NGriN 4fad :9782PE c JOB NAME : POLYGON 3410-B - El 40 -.00., Scale: 0.6603 ,;. ' / 40 WARNINGS: GENERAL NOTES, unless on the parameters noted: "7�J•OREGON 1.Budder and erection conlredor should be advised of all General Notes 1.This design Is based only upon the shown and Is for an Individual �. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 0 2.ix4 compression web bracing must be Installed where shown+, incorporation of component Is the respansibdity of the building designer. � ,Q :{ �� 2.Design assumes the top and bottom chords to be laterally braced at �i(1 • '+/i Y. y 5. `t 3.Additional temporary bracing to Insure stability during construction • V Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectivelyunless braced throughout their length by continuous sheathing such ae plywood sheathing(TC)and/or drywell(BC). 3wPAUL DATE: 10/26/2015 the overact structure Is the responsibility of the building designer, .2x Impact bridging or lateral bracing required where shovel++ SEQ.: K 14 8 7 2 4 7 4.No load should be applied to any component until after all bracing end 4.Installation of truss le the responsibility of the respective contractor. fastener are complete and at no time should any beds greater then 5.Design assumes trusses are to be used In a noncorrosive environment, • TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. �/ ry/ .CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim or wedge If 5EXP I R ES: 2/3 q 1/G V:1 6 necessary, fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided, n.{ 8.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces or truss,and placed so their center Oetobe r 26r 20 I TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines, MRek USA,Inc./Com uTrus Software 7.6.7(114-E 9.Digits Indicate size of plate In Inches. P1D,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" IBC 2012 MAX MEMBER FORCES 9WRIDDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 8C: 2x4 KDDF #SEBTR SPACED 24.0" O.C. 1-2=( 0) 36 2-4=(0) 0 2-3=(-44) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"oC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) •* 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 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/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 TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL= -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. 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=4.2,BCDL=6.0, ASCE 7-10, 1jr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.0, AO End vertical(s) are exposed to wind, ,-i Truss designed for wind loads Iin the plane of the truss only. O I I _- __ / M O I l- 1 - _ O 2 4''" M-3x4 y y y 1-00 3-05 !PROVIDE FULL BEARING;Jts:2,4,3 ,`r-a. . N ,� > h,• •rte • cc"• 89•782PE ix-" JOB NAME : POLYGON 3410-B - E2 �,, Scale: 0.8868 '/ IllWARNINGS: GENERAL NOTES, unless otherwise noted: ' " / ( NMIry Truss: E 2 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shone and Is far an Individual q j�I and Wamings before construction commences. building component.Applicability of design parameters and proper r}.E� i� �'" 2.2c4 compression web bracing must be Installed where shown s Incorporation of component is the responsibility of the building designer. +;T To • O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be leterelly braced at � iq `p- A 5 is the responsibility of the erector.Additional permanent bracing o} 7 o.c.and at 10'o.c.respectNety unless braced throughout their length by ..�`_ r 1 � .: DATE: 10/26/2015 the overall structure is the responsibility of the building deslgnar, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). K` j+� r 3.2c Impact bridging or lateral bracing required where shown.+ PIA 1 1 L SEQ. : Ki4 8 7 2 4 8 4,No load should be applied to any component until eller all bracing and 4 Installation of truss is the responsibility of the respective contractor. !J L» fasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for-dry condition"of use. 5.CompuTruc has no control over end assumes no responsibility for the 0.Design assumes lull bearing at all supports shown.Shim or wedge if 'X R /�I� )av�''��//'��1�+ fabrication,handling,shipment end Installation of components. 7necessary, I., �+ EXP I RES. 1 2/t7.1/G1J.I V 8.This design is furnished subject to the limitations set forth by 0.Designlatesassumes adequate on odthi face Is truss,a October 26,201 5 8.Plates shell be located o e both faces of buss,and placed so their center TPUWICA In BCSl,copies of which will be furnished upon request. lines coincide with joint center lines. Software 7.6.7(1 L)E 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus So 10.Far basic connector plate design values sea ESR-1311,ESR-1888(MITek) Symbols NumberingSystem y stens A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�., Dimensions are in ft-in-sixteenths. h (♦ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed Teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS O X1/1 Q, 2. Truss bracing must be designed by an engineer.For Ell 4 wide truss spacing,individual lateral braces themselves illirmay require bracing,or alternative Tor I _ 111111d/WEB. pbracing should be considered. '�_ 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. lig 4. Provide copies of this truss design to the building AIIIor C 7-8 C 6-7 C 5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'7 6' 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 I AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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 J� Indicated b 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. tiMii A* reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NNE111111114{I 18.Use of green or treated lumber may pose unacceptable wa=lit environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design{front,back,words Plate Connected Wood Truss Construction. and pictures}before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek" ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. 1 MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013