The URL can be used to link to this page

Plans (47) CMS i l%- MEM. , tls�c SwSLt`f MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45755189 thru R45755200 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. 2 4� 87022PE 9r N 9�' . OREGON q�O4ti 0 •M8ER A. HE#Pr EX' • .1 :06/30/ i 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 R45755189 PL15-355 UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Z8J1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r f1-10-011 1-2-0 110-12 1 I _. 2-6-0 1 2-4-9 II 1-2-0 II 1-9-11 1 P-8-01 Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 of . m � - ._. __ --i!! .RIP O O4 Or 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5I I 19-6-8 I 22-11-8 I b 312 5-1-9 0-7-0 9-5-3 3-5-0 0-7-0 Plate Offsets(X,Y)- f2:0-1-8,Edael,13:0-1-8,Edael,118:0-1-8,Edael,f19:0-1-8,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 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/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 Uplift 15=480(LC 6),24=121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6-strongbacks,on edge,-spaced-at 40-0-0-os-and-fastened-te 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. ��(} PR 0F4.. �c� ENG)NE �O 87022PE r' N N y �Aj, OREGON 453 �5N 'AO AMBER ,\>, r OS A. HE?' EXPIRES:06/30/2017 October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. NI, Design valid for use only with MiTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding 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/TPIt Quality Criteria,DSB-89 and BCSI Butding 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 R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-V WRnGDOtdwrDiuUkRc?V7T3W V?I5ksHrtnZQigyPA2p 0-N0 1�� 7_,A1 Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 2sa5 imp .e e, 'e 39 38 37 36 35 34 33 32 31 30 29 28 27 26 • 3x4= 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 4x4 = 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESANER IS REQUIRED. I 16-5-2 17-0-21 I 23-9-0 16-5-2 0-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel.129:0-1-8,Edge1,130:0-1-8,Edge1 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=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. ��0 P R p fies 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��CQ ��I NE�R s/7 attached to walls at their outer ends or restrained by other means, ___.,_, k 87022PE r % OR EGO cl 4N 9O, ''M$ER \1 �O �`s A. HE04 EXPIRES:06/30/2017 October 27,2015 1 J MIMS ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mieek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51/TP11 Quality Criteria,DSB-89 and BCSI Bu/ding 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 R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference lootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9giZ-RvZYh0i2798jxyCd7Y01zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 10-10-2 11 1-2-0 1 p-7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 '91e :.• o o _ o g e. o ® off. a ° - e 1r,I e 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11-8-10 t207-00-7-0 I 6-iO4 I Hato Plate Offsets(X,Y)- 112:0-1-8,Edoel,F23:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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-me Iw - ��ED PR()Fen G‘AF'4 ,0,0 c � �� 87022PE / 5- R` ,� N A 7 S OREGON c? „it/ "Ps SER \\Sp. A. HERS EXPIRES:06/30/2017 October 27,2015 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. jet Design valid for use only with MTekiS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755192 PL15-355 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 I I 1-2-0 1 1 0.6-0 1 X3-131 2-6-0 I 1 1-2-0 I I 1-3-7 Scale=1:19.8 1.5x3 11 3x4= 3x4 H 4x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 7 8 3x4= 9 3 e ® 9 e e e e o ee o 0 oN \ o de) e'A�! oJ o- 0 17 16 15 u 13 12 11 10 1.5x3 11 1.5x3 11 /\ 3x6 = 1.5x3 11 1.5x3 11 3x4= 4x6= 3x4 = I 3-0-0 1 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 1 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edae1,13:0-1-8,Edgel,f7:0-1-8,Edael,f8:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. '0)N PR OFe6's \� �NGINEF7 X02 870 2PE r" y �Aj, OREGSN tis 4N 9On '''-We ER 1\ �O S A. HE?' EXPIRES:06/30/2017 October 27,2015 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with Mrfelv8 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdteda,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 Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355_UPPER Foe FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-v57wuF3mwRroZMCJ6kYC ISh5hDgrXAgIZIo4J?yPA2m al-io-0�1 1-2-0 1 1 1-0-12 1 1 2-3-1 I I 2-6-0 ii 1-2-0 II 2-33 1 Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 ei ' e e ` ® a`\\ o _ e 0 0 411111- N O 9 O O O t. xx 1�' 18 17 '18 - 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= 1 3-6-12 1 8-8-5 19-3-5 13-10-51 17-6-0 1 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel.14:0-3-0,Edee1,16:0-1-8,Edgel,f7:0-1-8,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 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 34=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-wails at their-outer ends or restrained-by-other means 6)"CAU l ION,Do not erect truss backwards. — REO P R OFFS ��\c�`' NGINEER `S/O29 87022PE <' N ,n+ N -7 �Aj, OREG•N cy°Ow 9C, AMBER \\ to ps A- Hes; EXPIRES:06/30/2017 October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and 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 MMiek6 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_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 13:51:27 2015 Page 1 ID:s3crybS_6sJgM S M2SmD_y9giZ-sU EgJx40S35 Wpg M i E9bgq Wm Pv0RaP7Ka03HB N uyPA2k 1 1-0-0 1 p-s-6 11 1-2-0 1 p-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e . , e o o . - ni' ./11111VW OA\_ 30 29 28 27 26 25 24 23 22 21 "ZD 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-8-14 I 11-4-14 11-11-11 1 18-8-12 I 11-4-14 0-7-0 0-7-0 61-14 Plate Offsets(X,Y)- 112:0-1-8,Edge).123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=3284/0, 8-9=3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=-3327/0, 13-14=-3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .coN GIN ,Q s,/ , ha '8 U221-T.. - - f' (CZ` �Aj, OREGON ti�O�� o F,yeER .,, C, OS A. HE?' EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verity 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 M7eltS 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 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 Milele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tel l QuaNly Cdteda,DSB-89 and SCSI Building Component Suite 109 Safety Intormatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9giZ-sUEgJx4OS35WpgMiE9bgaWmPw0XiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 1?-51 I 1-2-0 ii 1-9-11 1 2-6-0 I 0�0� Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6= 3x4 I 13x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 a\\\\ 12 _IV ee _ 18 17 16 15 14 13 12 3x4= 1.5x3 II 3x4= 3x8= 3x8= 3x5 = 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(Xy)- (4:0-1-8,Edge1,115:0-1-8,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 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=1736/0,4-5=1867/0,5-6=-1867/0,6-7=1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=1218/0,2-17=0/687,8-13=1867/0,8-14=0/1308,6-14=-657/0,6-15=84/294, 10-12=0/1418,10-13=851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,-Do ds. _ <CYN- P R()Fen c.��c.,. NGINFFR /02-9 870 2PE / r. N >cv y �'oj, OREGON ti;:' lv 1)o �cM$ER \1 �O OS A. HE.?% EXPIRES:06/30/2017 October 27,2015 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NM< 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/IPl1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-otMRkd6G_gLE2zw4Lad8vxskzg6gtljtUNm ISmyPA2i 1 1-0-0 I 1 0-9-2 11 1-2-0 1 p-7-141 Scale:3/8"=1 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 4. 9 _ ////` '4. _ a . c.7' / \ I Ne4� N0/-ND/ Ne/ moi` \ 4� \ / \ N o a o o e e 3i 29 28 27 26 25 24 23 22 21 3x4= 4x5 = 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2-10I 1 18-11-8 11-7-10 0-7-0 0-7-0 61-14 Plate Offsets(X,Y)- r12:0-1-8,Edgel,r23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 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/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=-3396/0,14.15=2603/0,15-16=2603/0,16-17=1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '`(evr. P R QFFS�S' tAGI NE- e 870 2PE r N >� gy AAj, OREG•N do tti 9O AMBER ,‘i all OS A. He?, EXPIRES:06/30/2017 s October 27,2015 , Nut WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 MiT@k° 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/fP11 Quality Cdteda,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 R45755197 PL15-355_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 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZotMRkd6G_gLE2zW4Lad8vxsrWglbt8otUNm ISmyPA2i 3x4= I 0-11-11 I I 1-2-0 I I 0-10-1 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 c, N 1.5x3 II 1.5x3 II • 8 • 7 6 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,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 lncr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q`Ep P R 0E-4e,7.,,0 FFS Lc\c ' NGINE - `S'/O19 87022PE r /' 7 �Aj, OREGON `ti.0 41 'AO tijB E R 1\ OS A. HE_Ck EXPIRES:06/30/2017 October 27,2015 8 WARNING-Verity 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 M7el&connectors.This design is based only upon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire ' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 QualIty Cdteda,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER ,1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBcOe1 i1 Wr_CyPA2h OF-IQ0�1 1-2-0 11 1-0-12 1 1 1-0-0 1 ate.1 1-2-0 11 0-11-3 I Scale=1:33.3 3x4= 3x4= 3x4 I1 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 • e-1 i' 2K ,,13 31 30 25 24 23 22 21 354= 3x6= 455= 3x5= 3x6= 3x5= 3x5= 4x8= 3x4 = I -0 11-8- t73-6-0 2--O I 3-6-1-3-1122 I9- 8-8-53-5 4-10-51 19-6-8 1 1-1-1-10 0-7-00 0-7-03 1-3-12-12 5-1-9 7-0 0-7-0 9-8-3 Plate Offsets(X,V',- 12:0-1-8,Edgel,13:0-1-8,Edgel,f9:0-1-8,Edge1,Fl0:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 2425 >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/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift 32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=2370/0,10-11=-2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=-3113/0,14-15=-2995/0,15-16=-2995/0,16-17=-2480/0,17-18=-2480/0 BOT CHORD 31-32=450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 ' WEBS 2-31=252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=-917/0,5-29=1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=11/251,9-27=-1122/0,18-20=-1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��t,© P R OFFS be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. COO NG{NS �Z 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. �� i� • 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Or LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (a N Uniform Loads(plf) t"'"4) OREGON 11/ Vert:20-32=8,1-19=80 T ti Q Concentrated Loads(Ib) Vert:17=791(F) AO`s A'17BEHE��P- EXPIRES:06/30/2017 October 27,2015 1 5 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil 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 Milk' is always required for stabilby 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/S911 Qualify CrOeda,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 R45755199 PL15-355_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 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-kFUB917VNNHcylHgTT?fc_Mx4VercLvTAxhFP WfyPA2g 10-10-0 1 1 1-2-0 1 1 1-0-12 1 1 2-6-0 I 2-4-9 ii 1-2-0 II 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4 = 3x4 = 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e ® e 0 oe,rrjiwppppse- . ce O / - N e o 0 e 1 .1110. 18 17 16 15 14 13 12 9 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4= I 3-6-12 8-8-5 19-3-51-10-51 19-6-4 I 3-6-12 5-1-9 0-7-0 0-7-0 9-7-15 Plate Offsets(KY)— 12:0-1-8,Eduel,13:0-1-8,Edge1,114:0-1-8,Edael.115:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (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 othermeans _ . . S��ckEO P R QFFss 444 -7 87022PE N N NI -y �Aj, GREG N (y5 04/ 9C, F�QER \1 �S A. HE?` ' EXPIRES:06/30/2017 October 27,2015 t _l. t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onN 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 anly.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/TPI1 Quality Criteria,DSS-89s and SCSI 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 R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = I 0-11-11 I I 1-2-0 I 0-9-5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II pm. rIII ll • I I 1 0 6a N I _ mris. II . Ly • •-ii,rn7 0- 1.5x3 II 1.5x3 II 8 7 6 5 1,9 3x4 3x4= = I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edael.13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. ��ED P R Orem r,5 .04GIN F�9 /O?i 7/ i yNN -->, OREGO cf)60,/ 'AC, . .‘,1 11 \1 p`.' A. HO\ EXPIRES:06/30/2017 October 27,2015 r emime WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1.111-7473I.7473 rev.10/03/1015 BEFORE USE. mi Design valid for use only with MitekB connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. 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/MPI1 Quality Cdteda,DSB-89 and BCSI Building Component Suite 109 Safety Infonnaiion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering Sst General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y offsets are indicated. I 6 4'8 dimensions shown in ft-in-sixteenths Fail re to Follow Could Cause Property (Drawings not to scale) Dq age or Personal Injury MEI Dimensions are in ft-in-sixteenths. I I� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. A.ditional stability bracing for truss system,e.g. TOP CHORDS di.gonal or X-bracing,is always required. See BCSI. -1/16" Cl-2 c2-3 2. Tr ss bracing must be designed by an engineer.For wi.e truss spacing,individual lateral braces themselves m.yrequire bracing,oralternativeTorI_ pbracingshouldbeconsidered.1—� U IL\1111P>iald)%4 � O 3. f l ver exceed the design loading shown and never Ust.ck materials on inadequately braced trusses. O 4, fr.vide copies of this truss design to the building For 4 x 2 orientation,locate r d:signer,erection supervisor,property owner and plates 0-143' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. PI.ce plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jol t and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Iq.ations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. psign assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT tln: environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Un ess otherwise noted,moisture content of lumber slhal not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. un ss 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.C. ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 res.onsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 ca ber for dead load deflection. the length parallel to slots. 11.P e type,size,orientation and location dimensions it cated are minimum plating requirements. LATERAL BRACING LOCATION 12.Ls ber used shall be of the species and size,and i� Trusses are designedin.II respects,equal to or better than that �� Indicated by symbol shown and/or for wind loads in the plane of the s :cified. by text in the bracing section of the truss unless otherwise shown. 13.To.chords must be sheathed or purlins provided at sp.cing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bot om chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING onl-ss,if no ceiling is installed,unless otherwise noted. established by others. � � 15.Cb nections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Dp of cut or alter truss member or plate without prior ) \' ? reaction section indicates joint MINIM ©2012 MiTek®All Rights Reserved ap.roval of an engineer. number where bearings occur. 17.In t.11 and load vertically unless indicated otherwise. ® Min size shown is for crushing only. 18.Usie of green or treated lumber may pose unacceptable errtty ronmental,health or performance risks.Consult with Industry Standards: prbj ct engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Rev ew 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. Mir is n.t sufficient. BCSI: Building Component Safety Information, MiTek4' 20.DDesi.n assumes manufacture in accordance with Guide to Good Practice for Handling, S/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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. E„6--,, Co- 2.v 89782PE P' OREGON 4r) ' �E 2I31/2016 . ""--' October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.0" COND. 2: Design checked for net 5 TC: 2x9 RUDE #1&BTR LOAD DURATION INCREASE = 1.15 I g (— psf) uplift at 29 "oc spacing. BC: 2x4 KDDF #1CBTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. ION. 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=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE' (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 42.0 POE 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 IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 09-08 7-09-08 12 f 6.05 p i IIM-4x4 12 Q6.00 3 IIIIIIIIIII M 2 o 9 o 'j 0 0 M-3x4 M-3x9 l y 1-00 14-09 y y 2 :9782PE 9 JOB NAME : POLYGON 3410—B — Al • I Scale: 0.5195 WARNINGS: GENERAL NOTES, unless otherwise noted'I ,.sem Truss• A 1 Builder and erection contractor shoutda advised of all General Notes This design Is based only upon the parameters shown and is for an InaNltluel y EGON ^• and warnings before construction me building component Applicability of design parameters and proper '(� 2.2x4 comprees on web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,.s� / n(�. �]., 3.Additional temporary bracing to Insure stability during construction 2.2'os. assumes the top and bottom unless braced to be laleralty braced et J/1 R\,/ d y �/��(� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.respectively throughout their length by +/_ l 1. �`(/ DATE: 10/26/2015 the overall structure Is me responsibility Of the building designer. continuous sheathing such as aplywoodcing re aired sheathing(TC)s andlor tlryweil(BC). T I's d SEQ : 4.No toed should beapplied to an component g and3.2x Impact bridging or lateral bracing required where shown++ J'^' C s K1487237ycons t until after all bracing 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time,should any bade greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D: LINK design mads be applied to any component. and are ford y condition"of use. 5.CompuTrus has no control over and aSW nee no responsibility For the S necessary. esign saunas MI bearing at all supports shown.Shim or wedge If 'y/ } fabrication,handling,shipment and Installation of components. ry' { I,� EXPIRES: E 12/31/2016 6.This design is furnished subject tothe..limitations set bdhby r.Pelesshallbsign esetedonbouate thlfapeisprusis,a. 'October 26,2015 S.Plates shell be bested on both feces of truss,and placed so their center TPI/WfCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E B.Digits indicate she of plate in Inches. iu.For been connector plate design values see ESR-1311,ESR-1060(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC DDF/Cq=1.00 20121 0) 50 R-FO(CES) 565 DF/C4) 343 TRUSS SPAN 14'- 9.0" LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 9WR/ TC: 2x9 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF ST2-3=(-748) 139 6-4=(-30) 56 5 WEBS: 2x4 KDDF STANDAND f SPACED 29.0" O.C. 3_4=(-748) 139 9-5=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) d OVERHANGS: 12.0" 12.0" I• LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 19'- 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 lOPSF 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 = 0.498" • MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 f 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12 • 6.00 I IM-4x9 Q 6.00 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, q•Oa (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dcr), 3 ,F---,( load duration factor=1.6, j Truss designed for wind loads in the plane of the truss only. i 1. Ii ( i 0 ,Mrd gal 1 1 t 1 6 5 I M-1.5x3 M-3x 0 M-3x4 9 y y + 7-09-08 7-04-08 -4 f, 0).. PROFFx, �1--�' } 14-09 1-00 �yG1NE� --6,- , cSja� 1-00 j. Vl'` 89782PE fir' • • JOB NAME : POLYGON 3410-B - A2Sale: 0.3895 p]F 1�' r WARNINGS: GENERAL NOTES, unless otherwise noted: ("_�UREGC)N /+�~ 1.Builder ant erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en IndMdual V w building component.Applicability of design parameters and proper vcr ,,ay 7G " (� Truss: A2 and Warnllls before construction commences. Incorporabon of component Is the responsibility of the building designer. 7 2.7x4 comprlsabn web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at /� 3.Additional llmporery bracing to insure stability during construction 2'o.c.and at 10'o.c.respecasely unless braced throughout their length by 'ip ' f 4 Q0 Is the reap�albility of the erector.Additional permanent bracing of continuous sheathing such as pRwood sheathing(TC)and/or drywall(BC). V(.. DATE: 10/26/2015 the overall ttuoture is the responsibility of the building designer. 3.24 Imped bridging or lateral bracing required wfere shown 0• 4.Na load a9Mdd be applied to any component until alter all bracing end 4.Installation of truss h the responsibility of the respective contractor. SEQ.: K14872385.Design assumes trusses are to be used manon-corrosive environment, deal fasteners Ne complete and at no time should any loads greater then and are forudry condition"of use. EXPIRES: 12I..1 X20 TRANS ID: LINK design bels be applied to any component. 6.Design assumes Ml bearing at all supports shown.Shim or wedge if 5.Cbdceaarttrhas nocontrol iprrreerand assumes atcresponsibility for the 16 nesIgnea. October 26,2015 f des handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. E This de l s furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPl IC4lln SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek U*,Ino./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-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" TC: 209 KDDF #158T R; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x6 KDDF #168TR T2 SPACED 29.0" O.C. 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=0) 299 BC: 2x9 KDDF #16 BTR 2- 3=(-782) 310 6- 7=(-140) 605 WEBS: 2x9 ISIS' STAND LOADING 3- 4=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 3- 7=(-765) 268 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-329) 125 BC LATERAL SUPPORT <= 12"00. UON- TOTAL LOAD = 92.0 PSF LL = 25 PSF Ground Snow (pg) BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"00 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -158/ 735V -51/ 536 5.50" 1.18 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 3.5" -325/ 879V 0/ OH 98.50" 0.12 KDDF ( 625) ',. 22'- 6.0" -325/ 79V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural vertical members (uonVERTICAL 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 = -0.019" @ 7'- 9.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD • GABLE END DETAIL FOR COMPLETE MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.9" SPECIFICATIONS. MAX HORIZ- TL DEFL = 0.011" @ 19'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. 11-03 Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, T Truss designed for wind loads 7-04-08 3-10-08 11-03 fin the plane of the truss only. 12 4 =M-9x9+ 6.00 1 i 12 Q 6.00 M-4x6 00 A4 T2 M O 5 Cro1 M o o M-3x4 M-165x3 7 M-3x4 M-3x9+ I 0 y y 7-04-08 y 6-11 y 8-02-08 M-3x4+ �� F�V •{` 1 0o 22-06 ), oo,1 (, �- fid' ��' 89782PE . JOB NAME : POLYGON 3410-B - 81 .,"_. Am., ' Scale: 0.2612 ..Me WARNINGS: GENERAL NOTES, unless otherwise noted: I ". 0REGON (�h` TTI-1$$' BZ I.Builder and erection contractor shouldbe advised Mall General Notes I.This design e based any upon Me parameters shown aro is for an Individual �/" , [�V Q" end Warnings before construction commences. bulking component.Applicability of design parameters and proper +'t(f� VA a.,, V � 2.2x4 compression web bracing mord be InHaped where shown r, incorporation olcomponent is the responsibility of the building designer. '"1/"�' 3.AdddioneI temporary bra:g to Inwro Atebllity durmp Wmtrudion 2.Design assumes the top and bottom chords to be laterally braced at h la the responsibility of the erector.Additional permanent tinting of 2 o.c.and M IS o.c.respectively unless braced throughout their length by l"'q { DATE: 10/26/2015 the overall structure is Me responslblliil oltha building deflgner. continuous sheathing Such as plywood required hng(TC)antllordrywell(BC). •` L.. S E 4.No bed should be applied b any4.Ir2Impact bridging legend bracing*ofhwhere shown•l e Q.: K 19 8 7 2 3 9 pW camporrm anal.ran el bracing and 4.Installation of was is the reapanerolky of the rtapadNe contractor. fasteners are complete and at no time should any tone greater man 5.Design assumes trusses are robe used In a noncorrosive environment, (^� ry/ry /�y y+ TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES:: 1L/31/2016 5.CompuTrue has no control over and espumee no responsibility kr the 6.Design assumes full bearing at all supporta shown.Shim or wedge If fabrication,handling,shipment end instpflelbcomponents.n of comnents. nary. October 26,201 5 6.This design b tarnished Subject to the!bastions est forth by T.Design assumes adequate drainage is provided. a TPIIWTCA in SCSI,copies of which sill be furnished open request. .Rates shallbe located on both feces of trues,and placed so their center lines coincide with(Dint centlinea. g.Digits Indoete size of plate in Inches. MiTek USA,Inc./CompuTrue Software 7.6.6(1L)-Z I0.For basic connector plate design values see ESR-1311,ESR-112813(MITMM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSSSPAN 3E 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 I LOAD DURATION ION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 TC: 2x6 KDDF #1&BTR; SPACED 29.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1295 3-10=(-404) 337 2x6 KDDF #1&BTR Ti 1 2- 4=) 0) 0 10-11=(-378) 1306 9-10=(-175) 550 BC: 2x4 KDDF #1&BTR LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 WEBS: 204 KDDF STAND 9- 5=(-1091) 479 5-11=( 0) 238 5- 6=(-1563) 484 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. OOH. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA NOTE: Px9 BRACING AT OT"SC ATH. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES 012 APPLY CUE 12 NOT SPATIAL 0'- 0.0" -488/ 291V -93/ BBB 143.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 6 25) 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. i, M-1.5x4 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uo n). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUSSTANDARD MAX LL DEFL = 0.095" @ 22'- 9.0" Allowed 1.079" GABLE END DETAIL FORRCOMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed 0.133 SPECIFICATIONS. MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5^ MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 35-00 1-00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 1 0-06-08 5-02-08 5-02-08 6-00-08 russ designed for wind loads 18-00 T T in the plane of the truss only. 12 .=M-4x4+ 12 2 Q 6.00 6.00 • M-4x6 114 M-3x4+ off+' M-5x6(S) 3 0.25" rr J ( M O �� ra I (� Tr 11 +.6 7 ao 0) P R Orb. _ t10 G' , e M-3x4 6.25" M-3x8 M-1.5x3 M-3x4 to ,( 1 1 • qCo ty 1 IV �C.9 `S/09 to ) M-3x4 M-5x6(S) �'. M-3x9+ 1 11 17-04-1• 5-04-04 5-04-04 5-10-12 1 �• 89 782 P E 1 11-00 �. 34-00 ,/ .... 1-00 t ,q/ AIN JOB NAME : POLYGON 34 0-B - Cl Sale: D.172, �- to - /O� REGON a~ WARNINGS: ! GENERAL NOTES, unless otherwise noted: ,,�j VA t.Builder en•- dion contractor should be advised of all General Notes I.This design la based only upon the parameters shown and Is for an Individual7 ,R Y 1 / 6._ Truss• Cl and Warn' s before construction commences. building component.Applicability of design parameters and proper . V incorporationassumes component bate nresponsibility of the building designer. 4-,, (3t� 2.2x4 be • •n web bradlg must be:nestled where shown i. 2.Design the top and bottom chords to be lateraly braced at `` 3.Additional porery bracing to Insure stability tludng construction 2'o.c.and at 10'o.c.reepecthey unless braced throughout their length by Is the re-•1 •bllity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 10/26/2015 the overall'! are le the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown e• 4.No load- •be applied to any component anti after at bracing end 4.Installation of truss Is the responsibility of the respective contractor. �+ SEQ.: K14 87 2 9 0 fasteners complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment' EXPIRES: 12/31/2016 end are for^dry condhon•of use. TRANS ID: LINK design be be applied to any component. B.Design assumes full bearing at all supports shown.Shim orwedge N October 26,2015 5.CompuT has no control over end assumes no responsibility for r the necessary. fabricatlo ndling,shipment and installation of components. 7.Design assumes adequate drainage is provided. dao melt center 8.This da:• S furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,end place TPIM/TC SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek U` ,Inn./CornpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'= 0.0" TO: 2x4 KDDF #166TR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-259) 1794 10- 9=( -15) 446 LOADING 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 BC LATERAL SUPPORT <= 12"00. UON. ',LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1611) 437 11- 6=(-692) 235 TOTAL LOAD = 42.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 OVERHANGS: 12.0" 12.0" 7- 8=(-2510) 513 12- 7=(-253) 175 LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 50 :BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5/AC1I2S 7R/ACTI87H SIZE 2 F ( 625) 0'- 0.0" -235/ 1542V -187/ 187N 5.50" 2.47 KDDF ( 625) • 34'- 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/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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX BORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 6-00-05 5-05-13 5-65-13 5-05-13 5-05-13 f Design conforms to main windforce-resisting .� ,� 6-00-05 system and components and cladding criteria. 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 , M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5 4.0" Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" 3.111 011111 0.25" 9 O0 pC • M-1,5x3 +( 3 ' M-1.5x3 ir x.. M O / 6, +o O 10f • to M-4x4 M-3x4 11 12 :Bo 0.25" M-3x4 M-5x8(S) .7=M-4x4 to l y y ..1, ,_Q. � R OF fi J• l 8-09-04 8-02-12 8-02-12 8-09-04 y .\co 1ciGINE . S'�+/ 1-00 34-00 1-00 � `:t :9782PE c JOB NAME : POLYGON 3410-B - C�2 ,--.. �� Scale: 0.1727 WARNINGS: GENERAL NOTES, unless otherwise noted: 4J Truss: C2 Builder and erection contractor should be advised of sA General Notes This design Is based Dory upon the parameters shown and is for en lndNMual OREGON s, and Warnings before constructs 1 ces building component.Applicability of design parameters and properIllrv f't L l.7 V I V K 2.2s4 compression web breslngmust b Installed where Mown�, Incorporation of component Is the responsibility of the butMng designer r� nIV 3 Additional temporary bracing to In stability during construction 2 Design assumes the top and cely a chortle to be laterally braced at AJ"'�i.' Z} {G '" '� Is the responsibility of its erector.Additional permanent bracing of 7 o c.and at l0 o c re ch cc pty unless braced throughout their length by ! "1 r 7 1 i7 �� DATE: 10/26/2015 the overall structure Is the responsibility el the building assigner. Sncontinuo.Iactsheathing each as prywootl shoe where shown end/or tlrywall(BC). h� SEQ.: K1487241 4.No load shouWMapplied toan4.IntmpacnoftrusthterelprecingryWhareereMowoto J"' y He. h enl anynlll agar ell bracing and 4.Designlelbn of hues is the responsibility n a reepectNe contractor. fasteners are complete and at no time 9Muld bads greater than 5. assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK desgnloads beappiedtoany componeM, ana.reror^arypcnaalon arses. 5.CompuTrus has no control over and assumes no responatibility for the 8.Des ign assumes lull bearing et all supports shown.Shim or wedge If c fabrication,handling,shipment and inslelhtion of components. c ry' EXPIRES: `'{ �47 n!h j/�(� `+. S.This design Is furnished subject to the limitations est forth by T.Design assumes adequate drainage Is provided. s a t7 G/17 /G V V B.Plates Maie ithIslecebethfacesotbuss,ensplacedeoInelrceMer October 26,2015 TPIMTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTnls Software 7.6.6(IL)-E B.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2190 3-11=(-251) 179 16- 8=(-1198) 323 BC: 2x4 ROOF #1&19TR SPACED 29.0" O.C. 2- 3=(-2512) 511 I1-12=(-254) 1799 11- 9=( -15) 959 8-17=( -219) 1392 WEBS: 2x9 KDDF STAND 3- 9=(-2280) 989 12-13=( -11) 71 4-12=(-649) 239 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 19-16=(-902) 2988 12-19=(-142) 1299 BC LATERAL SUPPORT <= 12"01. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-19=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 597 17- 9=(-825) 9279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" B- 9=(-4858) 942 19- 6=(-315) 210 LL = 25 P59' Ground Snow (Pg) 9-10=( 0) 50 19- 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/ 1880 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/I80 1 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.659" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 6-00-05 5-05-13 5-07-094-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" A ♦ A f f I '1 of MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 12 12 6.00 IM-6x6 Q 6.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. 5 45-9( M-5x6(5)1. r! Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.2 " M-1.5x3 load duration factor=1.6, fM-5x6(5) Truss designed for wind loads q in the plane of the truss only. 4r 0.25" M-1.5x3 r� 3it 1 M-3x6 e M ! _ - M-3x6 rv, o 410 o r 16 M-3x4 11 12 13 15 I M-5x8 9 I �1 -4x4 0.25" M-5x8 M-1.5x3 0 0 o M-5x6(S) 1 M-5x8 3.75 12 1 ,1 l .6 .6 ,6 .6 y J,-,1' B-OB-06 8-03-10 4-08-12 1-01-12.• 3-10 4-10 y-o5-osy )' � O PPO/ 1-00 21-1-08 9-08 2-05-01-00 � fl lG1N ,�y / y 22-40-08 1-00 11-01-08 y }~ `7 ��/ y 34-00 y CCw 9782PE JOB NAME : POLYGON 341J-B - C3 Scale: 0.1602 �"" ��/ WARNINGS: GENERAL NOTES, unless otherwise noted: 2 OREGON "�40 Q,,. 1.Builder an rection contractor should be advised of all Gerard Notes 1.This design k based only upon the parameters shown and Is for an IndNidual Truss: C3 and Waml before construction commences. balding component.Applicability of design parameters end proper !' 2.2x4 nom n web bracing must be Instated where shown a. Incorporation of component h the responsibility of the building designer. �1/ ^",aCl Lj Y. .t 'C'..of 3.Additional porary brocing to Insure atabiltty during construction 2.Design assumes the top and bottom chords to be laterally braced at f l 7 \. ,t(/ `(/' Is the r Iliof the erector.Atltlftbnalpermanent bracingf 2'o.c,and at 10'c.c,respectively unless braced throughout their length by }�ys V ry o continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). PA UL - DATE: 10/26/2015 the overall Ordure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown 0 0 SEQ. : K 14 8 7 2 4 2 4.No load ebe applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners*complete and at no time should any loads greater then 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design ki,(1 be applied to any component, and are for"dry full bearing use. 5.CompuTru�sas no control over and assumes no responsibility for the 8.Design assumes full W ering at ell supports shown.Shim or wedge If EXPIRES: 12131/2016 aeons y necessary. fabrlcelb,Ne nndling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This desigilile furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed an their center TPI/WfCA88 BM,copies of which will be furnished upon request. lilac coincide with joint o t plate to Mnes lines.center 9. MiTek USA Ina./COmpuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see 106-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 MODE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. , LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 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 LAND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 T ' T 11-04-10 5-07-06 5-07-06 11-04-10 T T T T T 12 I IM-4x4 12 6.00 17 3 Q 6.00 M-3x5(5) M-3x5(S) M oole M O 1 M,'M + I c I o M-3x5(S) o M-3x4 M-3x4 17-Ob 17-00 .��ti pnVF h 1-0006, y 34-00 ��[�%‘496711\81:P.E.LI ' o ,+a9 �' C". JOB NAME : POLYGON 3410-B - !C4 .'- 000, Scale: 0.2977 ININI WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON 40 T T U S S' C 4 1 Builder and erection contractor should beadvised opal)General Notes i This design Is based only upon the parameters shown and is for n individual 1 �°- andWarningsbeforeconstruction continence. building component.Applicability of design parameters and pro 'j% 2.204 compression web bracing must be Installed where shown e. Incorporation of component is the responsibility of the building designer. ..57/3.) .�j 3.Additional temporary bracing to Insu a'lability during construction 2.Design ad at IN'the lop and bottom unless ter to be laterally braced al J['T ^ 1�/ "� Is the responstbey of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively braced throughout their length by •vT t DATE: 10/26/2015 the overall structure Is the responslbflfy of the bWMklg designer. continuoussheathing such as plywood aired hens own+andlor tlrywell(BC). p +� 3.2x Impact bridging or tetanal 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 end at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied M any component. and are for condition of use. 5.CompuTrus has no control over and`eaumes no responsibility for the 8.Design assumes full bearing el all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and loatellation of components. necessary. 6.This design isfurnished subject tothe lineatbnsset bMb T.P°°es"nalbellcatedo'°oth'fa settrIs u°s°n d. October 26,2015 T S.Plates chap be located on both faces of Truss,and placed so their center TPIAVICA In SCSI,copies of which Mil be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTnus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1938(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 13'- 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I LUMBER SPECIFICATIONS LOAD DUSPTIOD I2CR0"SE C 1.15 Design conforms to main windforce-resisting TC: 2x4 KDDF #1&BIR SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x9 KDDF #1&BTR LOADING Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE , 7-10 TC LATERAL SUPPORT <= 12"00. TON. (All Heights), Enclosed, Cat.2, Exp.B, M7-10,WERSir), BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 42.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 POP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR DSPSC LIOE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09-04 6-09-04 TT 12 12 IIM-4x4 Q 6.00 6.00 3 1 I 4 2 Io o I 1 C 4i//////////////////////////////////1L/l////////////////////////////1///////////// /// O O I 1 M 3x4 M-3X4 y y * 1-00 y 13 06 09 4�EC-I'Rap s c,' GINE NEER /c {r :9782PE r JOB NAME : POLYGON 341b-B - D1Scale: 0.5365 ,,- iiii GENERAL NOTES, unless otherwise no ted'. ',,S EGON ©� tits„ WARNINGS: 1.This design k based only upon the parameters shown end is for an IndNldual 'vj �` 1.BuildernW en I before construction contractor should be advised of all General Notes building component.Applicability of design parameters and proper ,.lJ V-eA R`, {� �I Truss: Dl and Warn' berore«nswclmn common«s. Incorporation of component is the responsibility of building designee 7 i �j 2.2a4 comp( n web bredng moat be Inmatled where shown.. 2.Design assumes the top and bottom chords to be laterally bre«tl at !/�" 3.Additional porary bracing to Insure stability during construction2'o.c.and a110'o.c.respectively unless braced throughout their length by • p/� 1 1 le the resp Ility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheelhing(TC)and/or drywell(BC). R . the overall store Is the responsibility of the building designer. 3.2a Impact bridging or Were!bracing required where shown.. REQ.: K14872494 DATE: 10/26/20154,No load s be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respesNe contractor. fasteners*complete and el no time should any bads greater than 5.Design assumestrualesaretobeusedinanoncorrosiveenvironment, and are for"dry nonagon"earl of use. ds shown.Shim or wedge if EXPIRES: i 2/3112016 TRANS ID' LINK CmpTaM be appliedcontrol Bust end assumes g,Design assumes Nil besting al all supports g.DampaT haenng.ehioloverandassumesnfsompresponsibility for the necessary. October 26,2015 Thisfabridebrihandling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This des b furnished subject to the limitations set forth by 8.Plat,s shecoincll be e with)tent on bothenter)faces of truss,and placed so their center TP WJTCAIn SCSI.copies of which will be furnished upon request. lineg Digits indicate size of plate In Inches. MiTek US01,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 LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF #1&BTR TRUSS SPAN 13'- 6.5" BC: 214 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 2-3=(-679) 129 6-4=(-27) 511 3-9=(-679) 129 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 50 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, IL-L/180 ' MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.953" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 12I. T Design conforms to main windforce-resisting 6.00 I IM-9x9 12 system and components and cladding criteria. Q 6.00 9.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 "f 0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 r`l O �fl o 0 M 1o 2 6:1 v 121 Y' 0 M-3x9 M-1.5x3 M-3x4 0 y 6-09-04 y y J• y 6-09-04 1-00 13-06-OB y y {.�'.O PR 0,c-4.0 1-00 i' CV JOB NAME : POLYGON 3410-B - D',2 `97$2PE • Scale: 0.4010 ��' WARNINGS: GENERAL NOTES, unless otherwise noted. I• Truss: D2 Sunder and erocboncontractor sh bb etivlaetlorall General Notes This design Abased on he tr s and Warnings before construction commences. building cosApplicability upon parameters ewn and s for en lndrvldual �+} E�GON 2 294 compression web bracingmust b hsbAed where altewnv, Inver Portent of design parameters end proper T �' incorporation of component k the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Designendat1assumes the top and bottom chords to he laterally braced al �^y :(�j DATE: 10/26/2015 Is the responsibility of the erector.Add Diel permanent bobbing of continuous o.c.and at 10'o.c.ra,plywoodly unless braced throughout their length by 9,,Q� I l 1`^ �y„" the overall structure is the responsibility of the building designer. 2xImpact sheathinginsuch as cing rairedsheathing(TC)ereshown •drywell(BC). `` Vv SEQ.: K14 8 72 4 5 4,No load should be applied to any component until alter se bracingand 3. talltbridging lateral bracing responsibility of where shown t a '°A UL fastens,,are compote and at no time a,odld anyloads 4.Installation of Irvin is the to of the reaped Ne contractor. TRANS I D: LINK design beds be applied to anypoi /aster than 5.Design assumes condition" trusses are to be used In anon non-corrosive environment, PPI cos dM, end are for"dry of use. 5.CompuTrus hes no control over end assumes no reepos, for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Inatellebon of component. Design a'y' EXPIRES: �� 8.This design is brnbhed subject to the limitations set forth by 7.Design assumes adequate drainage la trace, TPIMRCA in SCSI,copies of which will be furnished u S.Plates ncbe with on ternfaces of trues,and placed so their center October 26,2015 pen rcpuesL lines coincide with Joint center face MiTek USA,Inc./CompuTms Software 7.6.6(1 L}E a.Digits indicate size of plate m Inches. 10.For bask connector plata design values see ESR-1311,ESR-19138(MITek) This design prepared from ter input by Pacific Lumber and Truss-:!,,s;4:W3;5 TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES /DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-5=(-63) =(-229) 205TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-196) 119BC: 2X9 KDDF #16BTRSPACED24.0" O.C. 3-4=( -20) 9WEBS: 2X9 KDDF STANDLOADINGTCLATERLSUPPORT <= 12OC. UON. LL( 25.0)+DL( 7.0) ONTOPCHORD 32. PSTBCLATERLSUPPORT <= 12OC. ION. DLONBOTTOMCHORD 10. P5FBEARING XVERTMAX SORTBRGIREDBRG AREATOTAL LOAD 92. PSFLOCATIONS REACTIONSREACTIONSSIZE N. (SPECIES)0'- 0.0" -73/ 419V -50/ 131H5.50" KDDF ( 625)OVERHGS: 12.0" 0.0" 7'- 0.0" -41/ 302V0/ OH5.50" REEF ( 625) LL = 25 p5F Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. (CONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP MAX TC PANEL LL DEFL = -0.123" @ 3'- 9.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 9.3" !,• 'I '� MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 14 M-1.5x3 4 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 I r 0 M M D Cr p1 - f $ 1L I p M-3x4 1 M-1.5x3 i 1 b 1o )• 6-04-04 0-07-12 l )' 1 1-00 7-00 eco GIN /c I :9782PE v` • JOB NAME : POLYGON 341 -B - D3 Scale: 0.5157 WARNINGS: GENERAL NOTES, unless otherwise noted: I 4 ORE17ON k/ , . 1.Builder an erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual 7 y '�'" Truss: D3 end Waml a before construction commences. building component.Applicability of design parameters and proper �a i Incorporallonuf componenhs the respondbillty ofthe building designer. ^f N • 2.2x4 coin n web brecinp mull be Installed where shown�. 2.Design assumes the top and bottom chords to be laterally braced at //vim 3.Additional mporary bracing to Insure debility during construction 2'o.c,and a110'o.s.respectively unkas braced throughout their length by A U � Is the res day of the eredor.Addtionel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 10/26/2015 the ovate ure le the responsibility of the building designer. 3.27 Impact bridging or lateral bracing required where shown v v SEK1487246 4.No load NORM be applied to any component until eller all bracing and 4.Installation of truss Is me responsibility of the respective contractor. 4•• fasteners ba complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition"of use. TRANS ID LINK design balsbsnocspoked toany verendcomponent. 8,Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 5.CumpuTrlr has no control over and assumes no responbbllily for the necessary. t� fabricetar4Mndnng.shipment and Installation ofcomponents. 7.Design assumes adequate drainage is provided. f't 1Jer 26,2015 8.This dec w furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,end placed so their center TP WJfC In SCSI,copies of which will be furnished upon request. lines joint 9.Digits Indicate sire01 plate In Inches. MITek U*,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11111111.M11111111.11111111111111 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 TC: 2x9 KDDF #1101'13 LOAD DURATION INCREASE = 1.15 I g (- psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MW FRB(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End verticals) 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. "�. BOTTOM CHORD CHECKED FOR lOPBF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. -01-04 0-03-12 12 9.00 G M-1.5x3 9 -/ 3 N 2 f M � M-3x4 M-155x36 1-00 I 3-05 PR ac4, ct" :9782PE JOB NAME : POLYGON 3410-B - E1 rr Scale: 0.6603WAIF WARNINGS: GENERAL NOTES, unless otherwise noted: i 4) Truss E1 I.Builder and erection contractor shou be advised of as General Notes 7 This design is based only upon the parameters shown and Is for an individual 19, (DR EGt7N °�,J and Warning,berore eonatruGlo 'names, building component Appl'c°bllity of design parameters and proper h -,. 2.2x4 compression web bracing mud Instated where shown 0. Incorporation of component Is the responsibility of the building designer. rf' 1J ^( 3.Atldlieral temporary bracing to Inst •$billly during construction 2.Design assumes the top and bottom chords to be laterally braced at ', '".+�Cl r (� 5' Is the responsibility of the erector.Ad Illgnel permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by — of 7 \� DATE: 10/2 6/2 015 the overall structure is the respensib if the building designer. continuous sheathing such l b plywood a required where s ewnor tlrywell(BC). J'�" /ti 4.No load should be applied to a3.2a Impact bridging or the lateral bracing required shown++ P SEQ.: K 14 8 7 2 4 7any co hent until alter al bracing and 4.Installation of truss is thresponsibility of the respective contractor. fasteners are complete and al no Om should any roads greater than 5.Design assume°trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any eompelnent and are for condition"of use. 5.Cempalrue has no control over antl elbsAmea no respenalbilily for the 8.Design assumes hal bearing at all supports shown.Shim or wedge if necessary. E n v fabrication,handling,shipment and inttalation of components. ' E : 12/31/2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall satin lecs ated aed on oremage te ruslded October 26,2015 TPINJfCA In SCSI,copies of which vPIt Ee lumlahetl upon request. 8 Inca Cocideewith IM center lineth s. s of truss,and placed so their center B.Digits indicate 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-1311.EBR-7988(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER 4PECIFICATIONS TRUSS SPAN 3'- IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 5.1" 1-2=( 0) 36 2-4-(0) 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASS E 1.15 2-3=(-44) 19 SPACED 24.0" O.C. BC: 2x4 KDDF #16BTR , LOADING TC LATERAL SUPPORT 0= 12"00. UON. . BEARING MAX VERT MAX HOBO BRG BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF r DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE REQUIREDSQ.I (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 BODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 860 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 1 41 o Truss designed for wind loads in the plane of the truss only. 0 1 1 t0 /- i / o f 2 C 4 1 i M-3x4 • • { i 1 a i y y > 1= 0 3-05 P �/�/ f[ (PROVIDE FULL BEARING;Jts:2,4,3 I `-� �"'F�^..C1 NINE `rpt . :9782PE �c 1 JOB NAME : POLYGON 34110-B - E2Sale: 0.8868 WARNINGS: GENERAL NOTES, unless otherwise noted, a "-xr OREGON f,", t.Builder a erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 117. ��" Truss: E2 and Worn N before construction commences. In building component.Applicability of sedge parameters and proper �y G�� Incorporation of component is the f desigslb the building designer. 7 2.2x4 corn salon web bracing must be Installed where shown*. 2.Design assumes the top and bottom chords to be'Merely braced at /,{"- UL l 3.Addition mpormy bracing to insure stability during construction 2'o.c.and al 10'o.c,respectively unless braced throughout their length by 1 ^ l Is the res IAN of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 04 DATE: 10/26/2015 the overs WuGum Is the responsibility of the building designer. 3.2x Impact bridging of lateral bracing required where shown e* 4.No bed uM be applied to any component until eller al bracing and 4.Installation of truss le the responsibility of the respectNe contractor. SEQ.: Ki4 8 7 2 4 B fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, end are for"dry fug bearing of use. TRANS ID• LINK design bile be applied to any component. 6.DesignassumesfugbearingaleAsupportsshown.Shimorwedgeif EXPIRES: 12/3112016 S.CampuTl,S Ms no control over and assumes no responsibility for the necessary. /� I.� fabricatb handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This des l l Is furnished subject to the limitations set forth by B.Plates coincide shalle located on edi center both faces oof truss,and placed so their center TPIiWfCA b SCSI,copies of which will be furnished upon request. ling,Digits Indicate sire of plate In Inches. MiTek U$0.,Ina./CompuTnus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g88(MITsk) Symbols Numbering st PLATE LOCATION AND ORIENTATION Notes 1 3/4' Center plate on joint unless x,y offsets are indicated. I I 6 4-8 dimensions (Drawings shownnot into ft-in-siscale)xteenths Failure Damagtoe or FollowPersonaCouldlIn Causeu Property Dimensions are in ft-in-sixteenths. ry 6� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. A ditional stability bracing for truss system,e.g. TOP CHORDS di gonal or X-bracing,is always required. See BCSI. n CI-2 C2-3 0-1/,‘ 2. tr. ss bracing must be designed by an engineer.For 4 it:de truss spacing,individual lateral braces themselves y require bracing,or alternative Tor I _ p cing should be considered. O o' ■�� _ U 3. N ver exceed the design loading shown and never a0 tJ st ck materials on inadequately braced trusses. 4. Provide copies of this truss designbuilding For 4 x 2 orientation,locate ~ e cs O p to the wnr plates 0-''u' from outside BOTTOM CHORDS ~ designer,erection supervisor,property owner and all'other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint 11•11 required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO to ations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. d sign assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT tlh environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Un ess otherwise noted,moisture content of lumber sh II 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.res ber is a non-structural consideration and is the to slots.Second dimension is res.onsibility of truss fabricator.General practice is to ER-3907,ESR 2362,ESR-1397,ESR 3282 ca ber for dead load deflection. the length parallel to slots. 11.Plp e type,size,orientation and location dimensions LATERAL BRACING LOCATION inld cated are minimum plating requirements. 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: P SYP represents values as published sae I respects,equal to or better than that Indicated by symbol shown and/or by AWC in the 2005/2012 NDS sae ified. 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 spa ing indicated on design. if indicated. 14.Bot om chords require lateral bracing at 10 ft.spacing, BEARING or'i ss,if no ceiling is installed,unless otherwise noted. w 15.Co nections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do of cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®All Rights Reserved ap.oval of an engineer. OM 1 I ( number where bearings occur. 17. f.11 and load vertically unless indicated otherwise. ® ` Min size shown is for crushing only. ! e .f green or treated lumber may pose unacceptable 18.a Us vi onmental,health or performance risks.Consult with Industry Standards: pr*ct engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Revi wall portions of thisuse.design(frontpi,back,ctures words Plate Connected Wood Truss Construction, and pictures)before Reviewing DSB-89: Design Standard for Bracing. is no sufficient. BCSI: Building Component Safety Information, 1 Te Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013