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Plans (389) \ ST41 - Mir1�r1 . MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-357_UPPER Fax916/676-1909 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 5�� NG Fq so <4. 9 87022PE r cn y tc‘' OREGON cZci <t, -Y0 AMBER �• � �`' A. HE- / E 'IRE :06/30/20 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755213 PL15-357_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:11 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-ZyvJY_cc5aeG5Qj9pON_cobw4mZl)j_K38vx WxKyPA22 p-10-011 1-2-0 11 1-0-12 1 1 2-6-0 1 2-4-9 II 1-2-0 11- 1-9-11 1 fJ-8-01 Scale=1:40.1 1.5x3 II 1.5x3 II 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 ° 4IiiP "e e- NIP 7. 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 1 3-6-12 I 8-8-5 r-73-4351 3 s 1 1 19-6-8 1 22-11-8 3-6-12 5-1-9 0.7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— r2:0-1-8,Edoe1,13:0-1-8,Edgel.(18:0-1-8,Edgel,119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina- YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 Uplift15=-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. 1 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. ��G��O P R Opo,-,S' ‘AG `� 87022PE �1—' N N y SAT OREG•N q, ZN 9O �4ir's \'` O �`' A. He # EXPIRES:06130/2017 October 27,2015 1 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev.10/03/2015 BEFORE USE. Design valid for vse only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �c a truss system.Before use,the building designer must verify the applicabi ity 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 Malek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755214 PL15-357_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:13 2015 Page 1 ID:s3crybS_65JgMSM2S33m_1D_y9giZ-V KO3zgetdBu_KktYwpPShDgEdZ91 BwvMbDQd?DyPA20 11-0.0 I O- 1r Z-0___Dt_TAI 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 B 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 of -� �. :. .. :. .. .: :\ _/. �:.W \- to N gym, c o -e a- o o- 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5 = 3x5= 3x5= 3x5= 4x4= 4x4= 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 1 16-5-2 1-0-2I 23-9-0 1 16-5-2 7-0 6-1-14 0-7-0 Plate Offsets(XX)- f18:0-1-8,Edgel,F29:0-1-8,Edoel,f30:0-1-8,Edgel LOADING(psf) SPACING. 1-4-0 CSI. DEFL. in (loc) I/defl Lid 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 Ina 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. ��C. �D P R 0P4' 3)Refer to girder(s)for truss to truss connections. Q� 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �Gj �NG1 N4.61. /, attached to walls at their outer ends or restrained by other means. /�j 87022Pf 9f' y ' >C �'oi,OR GON tip OWN O' MBER A �`) A. Heck EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design 6 based only upon parameters shown,and is for an individual building component,not I4 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 6 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PII 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 R45755215 PL15-357_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:14 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_Dy9giZ-_XaSA?fVNVOryuS kUXwhE QDQ SzTGwOpVgtAAXfyPA2? 1 1-0.0 1 13 -2 1 1-2-0 1 fi-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 e • o o ririumi• : . /. 2" 2 • 'll /// N see O O o O o' o e 9 O e ` 3� 29 28 27 26 25 24 23 22 21 `JZJ�`SJDp 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11-8-10 112-3-101 19-0-8 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,f23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=-3422/0,14-15=-2618/0,15-16=-2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=429/0,2-30=1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 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. 2 �� 870 2PE 9r tP y �'o) OREG N c., <U� 9Or,AMBER 11 `SA. HE'• EXPIRES:06/30/2017 October 27,2015 1 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 �9 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 MiTekO 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 Qualify 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 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-Sj8gOLf78p8iZ21 w2ESwmemfnNxHftFf3Xvk46yPA2_ 0-10-0 I 1-2-0 �� 9-3131 2-6-0 I I 1-2-0 I I 1-3-7 Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 e • e e • o /a e e o A e o i o N eq. 0 o- Xe o 0 o- e 17 16 15 'dsl 13 12 11 10 1.5x3 I I 1.5x3 I I /\ 3x6 = 1.5x3 I I 1.5x3 I I 3x4= 4x6= 3x4 = I 3-0-0 I 8-8-5 19-3-5 19-10-5 I 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edge1,f3:0-1-8,Edael,f7:0-1-8,Edoel.18:0-1-8,Edae1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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/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 Uplift17=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\.c;O PROFFS � �0 0NGEFR s/�2 870)N2PE . r y -0j, OREGON (1O4/ 90, AMBER \a OSA. H - ' EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. 14 Design valid for use only with MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall 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 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 MiTek Industries,Inc.Tue Oct 27 13:52:16 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-wviCbhglv6GZBBc6bxz9JrlppnEnOFIoHBfHbYyPA1 z al 10-0 1 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-60 ii 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 N.„;_ —.4.4%.4%.... - ,... . _ e are - o - ` o _\ eN o e loe 1�� 18 17 16 15 14 13 12 11 3x4 = 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-65 19-3-5'3-10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— f2:0-1-8,Edgel.13:0-1-8,Edgel,f4:0-3-0,Edgel,16:0-1-8,Edael,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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 Inc- 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,O%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. 0.0 �.G'. 3 PN 4 s/o 4t 87022PE pr N 7 �Aj, OREGO do 4N 90 �'yBEA V` �a OS A. NE'P% EXPIRES:06/30/2017 October 27,2015 1 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI,. Design valid for use only with Mifek®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/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 R45755218 PL15-357_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:17 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-O6Gap1 hNgQOQpLBJ9fUOr3ryHAVH7liyWrOr7yPA1 y 1 1-D-0 1 0-6-61 I 1-2-0 10-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 /4 5 6 7 8 92<) 13 14 15 /`16 17 18 19 O O 30 29 28 27 26 25 24 23 22 21 1 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-0-14 I 11-4-14 1)-11-19 1 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,f23:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. cz�`'' AG P SFR `SAO 2 Q. 870 2PE v 7 N�Ai, OREGO ti,FY, 9O, FMBER '\\ O`S A- HEck�P 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.10/032015 BEFORE USE. Mit.. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 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 Oct 27 13:52:18 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-slgyONi?RkXHQVmVjM?dOG072axes8051V8OfQyPA1 x 2-3-0 I 2-3-0 i q-5-9 11-2-0 ii 1-9-11 1 2-6-0 I 00_,H-0 Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 3x4 I 13x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e N e / e e \ I'/` . N e 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Eduel.115:0-1-8,Eduel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 1 Max Upliift12=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=44/294, 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. ��REO P �FFss ��c. ANG I N -F6) /029 870 2PE r Ncv - �'O), OREG N ti.Q1C// 9O AMBER \� r �`) A. HECk EXPIRES:06/30/2017 October 27,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTeksE connectors.The design o based only Mrs parameters shown,and is for an individual building coponent,not V9 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate 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 Miiek' 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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755220 PL15-357_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-KUOLEjidC1f82fLhH4WsxUwHL_AXbe5E_9txCtyPA1 w 1 1-0-0 1 1 1-2-0 I1 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 N -Zi \ a I \O •/ NB/ NO NO/ 8: AlloL i Ne� � O / `• 9 0 0 0' 00 o e e 38 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)- r12:0-1-8,Edgel.r23:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 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 Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. c;CD tkGN F.q` o 2 4487022P= 9f' r �Aj<OR GON fy�s. Al./ b MBERAN �S A• H E-Ck EXPIRES:06/30/2017 October 27,2015 t , IMMO ®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 Mireks 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 �4 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek 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 Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755221 PL15-357_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-KUOLEjidC 1 f82fLhH4WsxUwOu_MIbLAE_9txCtyPAlw 3x4= 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 , o N / e e e • 1.5x3 I 1.5x3 II 8 7 6 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 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.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. c:; 0.0 .. •.,,, I N O k V, 2 k 87022PE �r / NyN rc , c S AT OREGON cy� ,44/ "•J `, A. HECk EXPIRES:06/30/2017 October 27,2015 1 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekt 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 Job Truss Truss Type Qty Ply POLYGON R45755222 PL15-357_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:21 2015 Page 1 ID:s3crybS_65JgMSM2Sm_D_y9giZ-GtV5fPkukfvsHzU4OVZKOvObJor73SGXRTM2GIyPA1 u 10-10-01 1 1-2-0 11 I-0-12 1 1 1-0-0 ioI 7-sl 11-2-0 110-11-3 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 10 11 12 13 14 15 16 17 18 19 e ® e o e N V ® 1 \ a I 1 e/ -\e/• \.a_/_Na_4. o e O o 0 o a 0 o o e IN 3 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4= 11-1-0 11-8-0 2-30I 3-6-12 I 8-8-5 9-3-5?-10-51 19-6-8 I IIS 1-1-0 0-7-0 0-7-0 1-3-12 5-1-9 7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- f2:0-1-8,Edgel,f3:0-1-8,Edae1,(9:0-1-8,Edgel.[10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 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 Ina 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 Uplift32=-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 '� p R OFF o be attached to walls at their outer ends or restrained by other means. Q��p 5)CAUTION,Do not erect truss backwards. <04G(NEF /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. F.? �' R 2 The design/selection of such connection device(s)is the responsibility of others. �� 874�2RE 9r 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). iii, LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 111 Uniform Loads(plf) �'0 OREGO ° tC/ Vert:20-32=-8,1-19=-80 ti O Concentrated Loads(Ib) 'p: �M8 R �' `J Vert:17=791(F) Or, E ‘4:C'"A. HER EXPIRES:06/30/2017 October 27,2015 B t -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-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 applicability of design parameters and properly incorporate the 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 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) Pacific Lumber&Truss Co., Beaverton,Oregon 7-530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-133TskMW Vy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1 t 000-0 1 1-2-0 I I 1-0-12 I I 2-60 I 2-4-9 I I 1-2-0 I I 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 • 0 No i/- \00 O O \ O _\ • O N e 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 p3-5 1-10-51 19-6-4 I 3-6-12 5-1-9 b-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edae1,114:0-1-8,Edoel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (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. 'L (44 ' �.87022P9r" icv 7 �Aj, OR GON fy°Olv� 9O FM BER 1\ S �S A. HER�P EXPIRES:06/30/2017 October 27,2015 a _ Q t ®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 MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not � a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M1lok 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 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 Cdrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755224 PL15-357_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-133TskIVWy1 iv73GyC4ZY6YvGBO7o63hg66boCyPA1 t 3x4 = I 0-11-11 I I 1-2-0 0.9-5 I 1 1.5x3 1I 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 , o N iAi ii /' 1.5x3 II 1.5x3 II 8 1111111 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— F2:0-1-8,Edael,(3:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/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(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. QED P R Q-F w�\co NGIN �9 0/0 87022PE fir' nI y ‘..‘-'0i, OREGO no <vN 1) FM$ER .0 �O �S A. HECk EXPIRES:06/30/2017 October 27,2015 1 H -- a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 19 Design valid for use only with MiTek®connectors.This design is based only upon 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 and/or chord members only.Additional temporary and permanent bracing Marek` 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 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 SystemGeneral Safety PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Injury /a I I (Drawings not to scale) Damage or Personal In g ry r�.!". Dimensions are in ft-in-sixteenths. 111%‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. EiffililliZg 2. Truss bracing must be designed by an engineer.For 0 /16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ic bracing should be considered. 111.MIAp O 3. Never exceed the design loading shown and never Al Utack materials on inadequately braced trusses. 0- 0 4. Provide copies of this truss design to the building 7For 4 x 2 orientation,locate e cs-s designer,erection supervisor,property owner and plates 0-1A,4' 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. connectorplates. 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 / Indicated by symbol shown and/or Trusses are designed for wind loads in the truss unless otherwise shown. plane of the specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. W-.0' 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. IMMO ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI/ , 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: 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. iTeV 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 MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ?'p PROPe ENGINE 9 /p2 89782PE v� OREGON 1'S' �Rv � ;( fr PA U L. R\J ,E131/2o1s • 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 ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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: 190 mph, h=21ft, TCDL=9.2,8CDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 Pay' 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 UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF 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 12 12 6.00 HM-4x4 Q 6.00 3 2 9 M 199111111111111111111:6116,. , f O C O f O O M-3x4 M-3x4 b ,3 y 3' 1-00 14-09 ��90 PFITOPe "GINE '9 �pf9 :9782PE JOB NAME •. POLYGON 3410-B - Al /�-,i►• . Scale: 0.5195 ..� A.. WARNINGS: GENERAL NOTES, unless otherwise noted: 4I�y /^w}^�p� • 1.Budder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran Individual ,�/ rrt4 0 s E 3 V I tl r.y• s�, Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper -(rj i (Sed - 2.204 compression web bracing must be Installed where shown e. Incorporation of component k the responsibility of the building designer. .A C' q y.. G V '�'+. 3.Additional temporary bracing to Insure sbbillly during construction 2.Design assumes the by and bottom chorda to be laterally braced length I `^I j'� :J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.res Wive unless braced throughout their by • DATE: 10/26/2015 the overall alroot lame re bili of build: tle continuous sheathing such as plywood ahestMng(TC)endlor tlrywell(BC). PA U 1 '` • • eponsi N o g signer. 3.20 impact bridging or lateral bracing required where shown t t• +"1 4 SEQ.: K 14 8 7 2 3 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respecike contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility or the B.Design assumes NII bearing el all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling, ry. } I.. shipment to the installation of el forththeyte' 7.Design assumes b el ca ed on drainage is provided.end OCIOlJer 26,2015 8.This design is furnished subject to limitations xl by B.Plates shall be located on both lacca of truss,antl placed so their center TPWN1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sde of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(11)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-748) 139 6-4=(-30) 565 WEBS: 2x9 KDDF STAND 3-4=(-748) 139 LOADING 9-5=( 0) 50 TC LATERAL SUPPORT <= 12"00. 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" -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 10PSF LIVE LOAD. TOP ICOND. 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" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed - 0.998" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX BORIS. LL DEFL = 0.006" @ 19'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 140 mph, h-21ft, TCDL=9,2,BCDL=6.0, ASCE 7-10, 3 ,f-72( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn ch o 17 v ,,v _ Kw 0 1 _ 6 o _ 5 y I � t M-3x9 M-1.5x3 M-3x4o y l y e3 1 ii 7-04-08 7-04-08 y i l-oo 14-09 y 1-00 y c;'. ''� �6s,,zC� 89782PE 7_,„„ JOB NAME : POLYGON 3410-B - A2 .;. e„_m!''. 'Ai"' - . Scale: 0.3895 • WEWARNINGS: GENERAL NOTES, unless otherwise noted Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is tor an Individual 17 OREGON EGON t�AAh,, and Warnings before construction commences. building component.Applicability of design parameters and proper 4.... "/hf} / ('yy 2.7x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. '".,a•J ejt R(' q� 3.Additional temporary bracing to neuro stability during construction 7 Design assumes Me top and bottom chords to be laterally braced al 7 ^I Is Me responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1a o.c respectively unless braces throughout their length by • ��'J DATE: 10/26/2015 the overall structure Is the responsibility rine building tlesl continuous sheathing such as ptywoosheathing(TC)anchor tlrywell(BC). • P ty o 9 g^e^ 3.2a Impact brltlging or lateral bracing required where mown++ PAUL. SEQ.: K14 8 7 2 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respeGNe contractor. fasteners are complete and at no time should any loads greater Man 5.Design assumes busses are to be used In a non-corrosive environment, loads bee I tl to anyand are for"dry condition"of use. design TRANS ID: LINK s.CoepuT ua has nocontrolover and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if EXP'RE 12/31/2016 1/21 fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPIIWTEA in SCSI,copies of which 0111 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTNS Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15RTR; 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=(-140) 605 BC: 2x4 KDDF #1&BTR 3- 4=( 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 G= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 6= 12"OC. SON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 204 BRACING AT 24"0C CON. 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/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL - -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T load duration factor=1.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T T T T 12 4 -M-4x4+ 12 6.00 Q 6.00 M-4x6 te* 441 T2 s fh 6 o M-3x4 M-1.5x3 M-3x4+ o 73x4 M-3x4+ l " lOpE y • , < D t • 8-02-08 co ‘..4G1N .-7-04-08 6-11 �'N '9 ' • yy 2' 2' � 1-00 22-06 1-00 Q 89782P 1.- / f JOB NAME : POLYGON 3410-B - B1 , • Scale: 0.2612 4, 10 • WARNINGS: GENERAL NOTES, unless otherwise noted: ' " j////LI I" '' Ks T m 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 Indiuldual '" r R Truss: B 1 and Warnings before construction commences building component Applicability of design parameters and proper J 2.2x4 compression web bracing must be Installed where shown+• 2 Design assumes the top and bottom chortle to be laterally braced et incorporation of component is the responsibility of the building designer. '� 3.Additional temporary bracing to Insure stability during construction /`f w 4'� • Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !"H DATE: 10/26/2015 the overall structure is the res onsiblll I Inc building continuous sheathing such as ptywcotl required in ere a and/or tlrywell(BC). • • p ty a g designer. 3.2x Impact bridging or lateral bracing where shown++ • • SEQ.: K1487239 4.No load should be applied teeny eempanent until when all bracing end 4.Installation of trues is the responsibility of the respective contractor. EXPIRES: ry/tj j/y fasteners ere complete end at no time should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, R GI.u7: L!J11 LO V TRANS I D: LINK design loads be applied to any component. and are for-dry condition"of use. 5.CompuTrushasnocontroloverendassumesnoresponsibilityforthe 8 IeceseaDesign asumeslull adequatedre:nege5pg at aN resshown.ShimorwedgeiI October 26,2015 fabrication,handling,shipment and Installation of components, ry. 7.Plates assumes c ted one ppli faces of truss,and placed w their center TPI1AtICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrue Software 7.6.6(11..)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #16BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 NODE #16BTR TI SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF #16BTR 2- 4-( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PIE 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"00 UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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/ 86H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.504 or equal at non-structural vertical members (ours). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUT RUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.939" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f' 'f T load duration factor-1.6, 18-00 0-06-08 5-02-06 5-02-08 6-00-08 Truss designed for wind loads 1' 1'T 1' j' 3' in the plane of the truss only. 12 -M-4x4+ 12 6.00 2 Q 6.00 ,a M-4x6 M-3x4+ 4 M-5x6(5) i 0.25" ,c 0 2. e!1 7 �o ci e M-3x4 6.25" M-3x8 M-1115x3 M-3x4 ^`6 ��,�D PRpFes .. o M-3x4+ M-3x4 M-5x6(S) Co'. G'N .n b b l y \ G'C� ' y b 17-04-12 5-04-04 5-04-04 5-10-12 y y t../ 7 P:� ), 1 34-00 1-00 89 82 E � .- .ar• ' JOB NAME : POLYGON 3410-B - Cl Scale: 0.1727 -17 OREGON WARNINGS: GENERAL NOTES, unless otherwae noted'. O •EGON �+Ks 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 1:9 4. �{� j Truss: Cl and Warnings before construction commences bWdingcomponent.Applicability ofdesign parameters end proper 7 4 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latently braced at �'A U L � Is the responsibility of the erector.Atltlkionel permanent bracing of 2'o.c.and et 70'o.c.sash as sly unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responslbigty of the building designer. continuous0labridging or aterheapc plywood requirediwhere onsnd/or tlrywall(BC). 3.is Impact bridging or lateral bracing when shown<< SEQ.: K14 8 7 2 4 0 4.No load should be applied to any component until eller all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ra q]{ �] TRANS ID: LINK design bads be applied to any component. and are br"dry condltlon''of use. EXPIRES: 123 I�LQ� 5.CompuTrus has no control over and assumes no responsibiNy tor the 6.Design assumes NII bearing at all supports ahown.5him or wedge if October 26,2015 fabrication,handling,shipment and Installation of components. necessary.si 7.Plates assumes adequate bdoth is a rstsd. and This design is furnished subject to the limitations set fold by B.Plates shall be located on both faces of truss, pkcetl so their center TPIIWEEA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.60 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Mak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1799 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1799 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1611) 437 11- 6=(-692) 235 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 988 6-12=( -15) 996 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 POE Ground Snow (Pq) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 POP. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.659" 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 1' ' 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. T T T T T 1' T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1,4-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 i .. `CZ16.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 .f7( in the plane of the truss only. M-5x6(S) 11 -Sx6(S) 0.2 0..25" 40 Ap M-1.5x31/Aik Allk*.M-1.5x3 3 /A . M 11 0 0 S!� 1 10 11 12 8 o I 14-4x4 M-3x9 0.25" M-3x9 r M-4x4 I M-5x8(5) •< 1O PRQp l b l b kco J' y 8-09-04 8-02-12 B-02-12 8-09-04 y y �� �G�NE' 9 /�'� ♦97821E ��" 1-00 39-00 1-00 •/ JOB NAME : POLYGON 3410-B - C2 Sale, 0.1727 ,"'----,�'�� ' • WARNINGS: GENERAL NOTES, unless otherwise noted: Illir4/ ^< 1.Builder and erection contractor should be advised of all General Notes 7.This design is based only upon the parameters shown and is for an Individual -V _OREGON Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,ej '(f//�• ()- �' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component IS the responsibility of the building tlestgner. 7,(� V.A a•s *G v 'C�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I,r '^'77/"'Yy 5:J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectWely unless braced throughout their length by /�a DATE: 10/26/2015 the overall structure la the responsibility of buildingdesigner. continuo.xIpactsheathing such I b acwg reood bred where )and/or tlrywell(BC). PA U L �� P N o goer. 3.2x Impact bridging or lateral bracing required where shown r SEQ.: Ki 4 8 7 2 41 4.No load should be applied to any component until after all bracing end 4.Instelletlon of truss is the responsibility of the respective conkeclo, fasteners are complete end at no aide should env mads greeter than 5.Design assumes trusses ars to be used In a non-corrosive environment, TRANS ID' LINK design loads be applied to any coeponenl. and are tor'dry 000drtrsn'at use. �j 5.Campania has no control over and assumes no responslbilay for the 8 Designassumesssumes lull bearing at all supports shown.shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, ry. ++ Il,,�� c G s7 G tsedipmentao theheslmiatioof components. 7.Designlasassumes adequateon both drainage is trusts, October 26,2015 6.this design Is furnished subject to limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint conter lines. 9.Digits indicate sire of plate In inches. MiTek USA,Ino./CompuTN3 Software 7.6.6(1 L)-E 10.For Desb connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2190 3-11=(-251) 179 16- B=(-1199) 323 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3-(-2512) 511 11-12=(-254) 1799 11- 4-) -15) 459 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 9=(-2280) 989 12-13=) -11) 71 9-12=(-644) 234 LOADING 4- 5=(-1619) 990 13-15=( 0) 0 12- 5=( -79) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-902) 2988 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-9858) 942 14- 6=(-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/ 1592V -188/ 188H 5.50" 2.47 ELSE ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1H0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.189" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 1' 1' 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" '‘ '' . 1' ' f 1 f MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p I 1M-6x6 Q 6.00 6.0" Design conforms to main windforce-resisting S .0 system and components and cladding criteria. M-5x6(S) i4144% Wind: 140 mph, h=23.9ft, 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, g M-5x6(5) Truss designed for wind loads ,gip, in the plane of the truss only. 025" M-1.5x3 3 .44:4111411 :4344:44,40....4%H6 o aMI 8 M a, 1 _. a e•.. - 944-1 r 16 10 0 11 12 13 15 f=7 M-3x9 0a, I M-4x4 0.25" M-5x8M-1.5x3 Io M-5x8 1 0 0 M-5x6(5) M-5x8 3.75 1 - 12 b l i' l b y .1 J. J, )' 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08y y nt7 1-00 21-10-08 9-08 2-05-05-00 <1:- (-(l •t56 y )' J C, G1N b 22-10-08 1-00 11-01-08 b ��� ypiQ 4 :978 JOB NAME : POLYGON 3410-B - C3 ,,�✓ '' - Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted'. /_ 1.Builder end erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end Is for an Individual �} "$' OREGON ss Truss: C3 end Warnings before construction commences. building component.Applicability of design parameters and proper "!w�/ 4 4y9 2.204 compression web bracing must be Installed where shown 0. incorporation of component is the responsibility of the building designer. 7� '" R G F 3.Additionaltemporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 7 ''"-77 :J �(�,+_ is Me responslblkry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rospectNely unless braced throughout their length by �` V- DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood gained sheathing(TC)ae nd/orNywall(BC). PA U L 3.20 Impact bridging or lateral bracing required where shown.. SEQ. : 1<1487242 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and et no time Mould any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D^ LINK design load.be applied to any component. arra are for condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling.shipment and Inatellatbn of components. necessary. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates Melt be located on both feces of truss,and placed so their center TPI/WfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. D Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 4111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 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: 190 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 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 17-00 17-00 1' 1 T 11-09-10 5-07-06 5-07-06 11-09-10 T T T -1 T 12 IIM-9x9 12 6.00 3 Q 6.00 A� M-3x5(5) M-3x5(S) VM ♦,t, I � Hio I /7 of o M-3x5(5) o M-3x9 M-3x9 p b b 17 00 y 17-00 ` 4 Cp p eQV�.. " 1-00 34-00 ,,,S.' * � ��00 -pp` JOB NAME : POLYGON 3410-B - C4 . .r -I Scale: 0.2977 / WARNINGS: GENERAL NOTES, unless otherwise noted: (_,,e �j �40 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 ,/j 11 OREGON Qr'AEGON Truss: C4 and Warnings before construction commences. building component Applkabllny of design parameters and proper �J' /Lo1• r'{ 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. -aT� lf ! V 3.Additional tem brach to insure stability dart construction 2.Design assumes the top and bottom cholic to be kteralN braced at TT Al`-7 R A�7 temporary g Y cone 2'o.c.and at 10'o.c.respectively unless braced throughout their length by {� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood Sheathing(TC)and/or drywall(BC). PS UL f•� 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. : Ki4 8 7 2 4 3 4.No load should be applied to any component until after al 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, TRANS I D• LINK design loads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDecesnnary ass es lull bee ring et alwpportsshown.Slimorwedgeif EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. um 7.Design assumes adequate drainage is truss. an October 26,2015 6.This design Is furnished subject to the limitations set forth by e.Plates anon be locates on both faces onraae,and placed w meld comer TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TI LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 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. 6-09-04 6-09-04 T T T 12 12 6.00 IIM-4x9 Q 6.00 3 2 4 M O /- -/MO O O M-3x9 M-3x9 b y y ) 1-00 13-06-08 ar 0) 'R°Fer, 0,��NS 6, .�,2 :9782pE Zit �I-- JOB NAME : POLYGON 3410-B - D1 ` .i_ Scale: 0.5385 , WARNINGS: GENERAL NOTES, unless otherwise noted. t" -.EGON ),, Alit 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 •"q • z-.),5 Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper /1/j- CP '�' 2.2t4 compression web bracing must be Installed where shown•. Incorporation of component k the responsibility of the building designer. (VJ�AT V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at ''1 R Ie the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/ortlrywall(BC). .n/�Uy DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown•o �"1 {r SEQ.: K 14 8 7 2 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reepunslbllll5 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 noncorrosive environment, TRANS ID' LINK design loads be applied to any component. end are fodry condition"oruse. 5.Com Trus has no control over and assumes no6.Descol9�asumeshullboatingatallsupponashown.Shimorwetlgeil EXPIRES: 12/31/2016 pu responsibility for the ty fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In SCSI,copies of which wi11 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-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 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x9 KDDF STAND 3-9=(-679) 129 LOADING 9-5=( 0) 50 TO LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF • TOTAL LOAD = 92.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX LL DEFL = 0.002" @ 19'- 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" 6-09-09 6-09-04 f T 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 IM-9x4 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 load duration factor=l.6, 101\ Truss designed for wind loads in the plane of the truss only. 1.1 M M O p 1 2 6 ! O I O M-3x9 M-1.5x3 M-3x9 0 b ) y 6-09-04 6-09-09 y 1-00 y 13-06-08 ; 1-00 y .� ��''�'� f RQF .(559 GINE / 0• c: 2 '� •9782PE �' JOB NAME : POLYGON 3410-B - D2 • Scale: 0.4010 1r /744 Ill WARNINGS: O. hRAeNOTEb, unlessotherwisearamete' v_/1/4, # EGCON h 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an IiMNitlual •''�F' (.,j ry; Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper f, y!y1l olr 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of Me building designer. l/ [� 7(.� V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at l A 1'7 y ✓ le the responsibility of the erector Additional permanent bracing of 7 o e and at 10 o c respeotNely unless braced throughout their length by / 0 DATE: 10/26/2015 the overall structure Is the responsibility of the buildingdesigner. 2x Impact sheathing such as plywood aired%Mere)and/or tlrywell(BC). A U f P tY 9^er� 3.2x Impact britlging or lateral bracing required where shown++ 1... SEQ.: K 14 8 7 2 4 5 4.No load should be applied to any component until after an 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 noncorroNve environment, TRANS ID• LINK design toads be applied to any component. and are for"dry condition'of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at eI supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. es '.Design assumes adequate oothifac a is provided. October 26,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed w Their center TPIIW CA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrua Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 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 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 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 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc 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 = -0.123" @ 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 f ,r MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" m 12 6.00 M-1.5x3 4 3 ./ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o 0 0 o f- � 0 M-3x4 M-1.5x3 b ), b 6-04-04 0-07-12 b ), b 1-00 7-00 <<4Ea P afi4s Ca t4O,INEI-,5, .o :9)782PE �� JOB NAME : POLYGON 3410-B - D3 �r -O' Scale: 0.5157 A WARNINGS: GENERAL NOTES, unless otherwise noted: / 40 I.Builder and erect on contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual } �'S! OREGON ((--��E Truss: D3 and Warnings before construction commences building component Applicability of design parameters and proper '5 11/6, (•1V �' 2.294 compression web bracing must be Installed where shown v. Incorporation of component Is the responsibility of the building designer. «Q GG VV Q� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at /� ` J Is the responsibility of the erector.Additional permanent bracing of c.c.and at 10'o.c,reapaGNety unless braced throughout their length by /� {t '` DATE: 10/26/2015 the overall structure Ie the responsibility N(building tlealgner. continuous sheathing such as plywoodeheaMln9(TC)and/or drywall(BC). '/"1U'_ P 3,24Impact bridging or lateral bracing required where shown++ SEQ.: Ki4 8 7 2 4 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respeolve contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are fordry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Dealp assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, ry { I, c shipment to the installation of components. 7.Design assumes b es atledo n drainage is miss, October 26,2015 6.This design Is furnished subject to the Ilmttetkns set font by 8.Plates shall be located on both feces of trues,and placed so their center TPIIW EA In BCSI,copies of which 0411 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 1o.For bask 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" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 1{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=15f t, TCDL=9.2,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=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _ __ Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-09 0-03-12 1' T 12 4.00 17 M-1.5x3 3 4 —/ 2 1 O M-3x9 M-1 15x36 ," ). y 1-00 3-05 44E-e3 t4a1N47.4. we, PR Op :9782PE 'c'" JOB NAME : POLYGON 3 410—B — E 1 . ,n► Scale: 0.6603 14) WARNINGS: GENERAL NOTES, unless otherwise noted' '11% } Builder end erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an individual OREGON 1. Truss: El and 1. before construction commences. building component.Applicability of design parameters and proper -9,4, j� 'V , A 2.2t4 compression web bracing must be Installed where shown+. Incorporation of component la the rosponelbilily of Me building designer. -VAN, if (� V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �' Y 1✓ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeGNely unless braced throughout their length by T DATE; 10/26/2015 the overallelmctuyofth a responsibility ofthe bullan deal continuous sheathing such as plywood eheathing(TC)and/ordrywall(BC). n.A U L P ty g designer. 3.2x Impact bridging or lateral bracing required where shown++ 1.. SEQ.: K1487247 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 end at no time should any bade greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and ars ton"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Plates assumes aded on drainage is t ,provided. October 26,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Was,and places so their canter TPIIWTCA in SCSI,copies of which will be famished upon request. lines coincide with(NM center Ines. 9.Digits Indkate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-44) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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" 0.19 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. 9.00 1 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.179" 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, iir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, , Truss designed for wind loads i in the plane of the truss only. 0 1 ti - o r o 1 f 1 2 i y.. -/ M-3x4 y l y 1-00 3-05 (PROVIDE FULL BEARING;Jts:2,9,3 �� .Q PR 0fits `r� :9782PE I-- JOB JOB NAME : POLYGON 3410-B - E2 . ' ,,r "..4+' Scale: 0.8868 MIMI WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON /'��y' }^ 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 "'Q o R EGON ',, Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2� ryQ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ✓(f t� 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at • . Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 70'o.c.rsuch plywood ly unless braced throughout(heir length by l DATE: 10/26/2015 the overall structure Is the responsibility I the building designer. continuousxImp sheathinginlateral as a cog required iwhere s and/or tlrywall(SC). p,J� pons M o g 3.2x Impact bridging or lateral bracing whero shown++ �"1 {... SEQ.: K 1 4 8 7 2 4 8 4.No load should be applied to any component unlit 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 noncorrosive environment, TRANS ID• LINK desige toads be applied to cey soepsesef and ere for nordition"of use. 5.Com Trus has no control over and assumes no re 8.Design ry.gaesumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 pu eponsibility for the fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 S.This design is furnished subject to the 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 requeel. Imes coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) Symbols Numbering t General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimexteenths 1 /a I I (Drawings notin tofft-in-siscale) DamaFailure eto orFollow PersonalCould In u offsets are indicated. g J ryCause Property r)♦� 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. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For o'1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ rY ., p bracing should be considered. ■_� 3. Never exceed the design loading shown and never r stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building 7-: c.a s-• designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS ~ all other interested parties. p y plates 0-'4g' from outside 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. Connectorplates. 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-1 31 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ....-, 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTekOO All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. reaction section indicates joint ® ( number .where bearings occur. ` Min size shown is for crushing only. NM SIM 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iMTek is not sufficient. BCSI: Building Component Safety Information, M 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:Mil-7473 rev.01/29/2013