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Plans (137) M`cc - Opo -1 LAtL S.kv c r'lw;r-yi\ St. MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, avid Baxter, P.E., S.E. Sr. Structural Engineer " x' IN PRQFF�, MiTek USA 41. T �GIN�FR ip.9 DB :9200PE r .w411111....--,&? 9L ,),OREGON\� tt� �O�t" 14, 2°�Pt 12/06/2017 FRRILL EXPIRES: 12-31-2019 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-356_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: R45755201 thru R45755212 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. ro PROF <o�`� tiNGF9 s�° Qt 87022PE -7r N cIN• , OREGON et? kr c4$ER •\\ �O CSS A. H -2' E IRE :06/30/20 October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755201 PL15-356_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 13:51:46 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZo8usIRJxzuVpbaJLreQ75X3fOh 1 oMg8NOWOiYHyPA2R fN0-011 1-2-0 11-01_- 1 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 II 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 II 2 3 4 5 6 7 8 9 10 11 12 13 14 1 e a 1 �� mayr_®.JJ� �� � i � . i a �� � � a ia ° e e a C. 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 1 3612 1 absI I 19-6-8 I 22-11-8 I 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— (2:0-1-8,Edgel,13:0-1-8,Edgel,118:0-1-8,Edgel,119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=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 joints)24. T_ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0-oc--- - ---- - -- -- _ - -- :. 3-1 X 3")nails. Strongbaeks-to - - be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. _ _ c2; ''ENGIN F4`rj02 CC 870 2PE 1 iv -y �Aj, OREGO /(1 <ti "P AMBER \1 OS A. HEV-% EXPIRES:06/30/2017 October 27,2015 4 1 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill, Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Cdleda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755202 PL15-356_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 13:51:48 2015 Page 1 ID:s3crybS_6sJgMSM2 Sm_Dy9giZ-k WOdj6KBVW XquTky3TbAy8zxUdAgcjgrgtodAyPA2 P 1...1-11_1-0 0-M0 12-0 i __Th7,1 Scale=1:40.5 4x4= 254 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 2. = 3x4= 3x4- 3x4- 3 iN. / \ /" a N Io N 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 4x4= 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 117-0-21 I 23-9-0 16-5-2 0.7-0 6-1-14 0-7-0 Plate Offsets(X,V)- 118:0-1-8,Edgel,129:0-1-8,Edae1,130:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=4510/0,9-10=-4510/0,10-11=4847/0,11-12=-4847/0,12-13=4859/0, 13-14=4859/0,14-15=4583/0,15-16=4583/0,16-17=4583/0,17-18=3948/0, 18-19=3948/0,19-20=3948/0,20-21=2879/0,21-22=2879/0,22-23=-1613/0, 23-24=1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=508/0,8-34=0/403,10-34=288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �� P R OPF 3)Refer to girder(s)for truss to truss connections. Q't ) �NG)N 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �Gj EER !O attached to walls at their outer ends or restrained by other means. �� 2 870 2PE 91✓ N N 1, OREGSNrye, <v� A. HE¢ EXPIRES:06/30/2017 October 27,2015 c 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 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualtly 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 R45755203 PL15-356_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:49 2015 Page 1 ID:s3crybS_6sJgMSM2 Sm_Dy9giZ-CjZ?xS LpGptO S22wWn_gi9h9m uxPZ4dg4UcM9cyPA20 1 1-0-0 1 0 iD-2H1 1-2-0 1 p-7-14 1 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e - e - o - o a ® e ,- o • \ / ' X tea/ Nam Norma ' \a/ \ e /:fie• N 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 12-3-1111 I 19-0-8 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoel.123:0-1-8,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 0.48 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 lncr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.t&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=-3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=1125/0,2-29=0/987,4-29=847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10c1(0.1131"X 3")nails. Strongbacks to be attached-to-walls at their outer ends or restrained by-other means. ' 0.0 ��Ea PRoi 8 • 2PE ce- al .. >" N 7 fi-j, OREGO (1534G/ "P' 4/ ER \,� O SSA. HO\ EXPIRES:06/30/2017 October 27,2015 A r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0111-7473 rev.10/07/2015 BEFORE USE. Design valid for use only with Mfrel&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 designminto 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/7P11 Quality Criteria,DSB-89 and BCSI 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 R45755204 PL15-356_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 13:51:50 2015 Page 1 C1-3-131 32-6-0 ID:s3crybS_65JgMSM2Sm_D_y9giZyv7N8oMR17?F3Cd74UV3FND041PQIZ2zJ8Mvh2yPA2N I 0-10-0 I 1-2-0 1 1 0-6-0 I 1 3 1"I zf 0 I 1 1-2-0 1 1 1-3-7 I Scale=1:19.8 1.5x3 I I 3x4= 3x4 114x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 io o e® ® e e o0 04 N7:-; :. �o� 0 17 16 15 eI 13 12 11 10 1.5x3 II 1.5x3 I I !!!��\ 3x6= 1.5x3 I I 1.5x3 I I 3x4= 4x6= 3x4 = I 3-0-0 8-8-5 1 9-3-5 1 9-10-5 1 11-412 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel,f7:0-1-8,Edael,18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. <�,Eo PRoFF 7)4IN4\ 87022P- � r 1` . ' cV c‘AAj,OR GON tis Q4./ / O OR 11 �`s A. H -13" P EXPIRES:06/30/2017 October 27,2015 e r aiLWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI,. Design valid for use only with Mi Tek®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 8 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and 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 R45755205 PL15-356 UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:51 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_9g1Z-95hIM8N3oR76hMCJeBOIoamY7iiw1x67Yo5SDVyPA2M 1 0-10-0 ii 1-2-0 II 1-0-12 1 1 2-3-1 11 2-6-0 ii 1-2-0 II 2-3-3 I Scale=129.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 o e o 0 4 0 • 41110. 1� 18 17 16 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= 1 3-6-12 1 8-8-5 19-3-513.10-51 17-6-0 1 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(KY). f2:0-1-8,Eddel.f3:0-1-8,Edael,f4:0-3-0,Edge1.16:0-1-8,Edgel,17:0-1-8,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 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=805/0,5-6=805/0,6-7=1681/0,7-8=1777/0,8-9=1777/0 BOT CHORD 15-16=499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=959/0,4-15=0/1367,9-11=1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached-to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards. <0,R,c0 PRopk-, c.D,9-a ANG j N EFR /029 87022Pi 1' , ' CV 7 �'oj, OR GON q, kr 9C, AMBER .\ ? � S A. HEY% EXPI RES:06/30/2017 October 27,2015 1 _ I ®WARNING-Verily 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 overaH building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SPll Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755206 PL15-356_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 13:51:52 2015 Page 1 ID:s3crybSbb_66sJgMSM2Sm_OD._y9giZ-dIF7ZUNhZkFzJVmVBvxXLoJgb5zQm RWGmSrOmxyPA2L 1 1-0-0 I I--1 1 1-2-0 1 P-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 <:2<:2 °<? 9 113 14 15 16 17 18 19 I. "91 / \ I /aa • a O O O / \O N O O- O • 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 11-11-1, 18-8-12 1 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y1- (12:0-1-8,Edae),123:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/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. CEO PROFF ����1AGIfVFFR�So 87022PE 9r to cv � �yAj, OREGSN re O� - F � M&ER \ � s` A. He?, EXPIRES:06/30/2017 October 27,2015 i 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mttekt connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeks is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1n1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755207 PL15-356_UPPER FO8 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:53 2015 Page 1 43/ g ID:s3crybS_6sJgMSM2Sm_Dy9giZ-SUpWmg0KK2NgwfLilc2mt?rrMVOnVgCP?6aZlNyPA2K I 2-3-0 I 2-3-0 II 5 1-2-0 II 1-9-11 1 2-6-0 I 1� Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e e-/ i e.� a � � II/` fie �" eH� e o 18 17 16 15 14 13 12 3x4= 1.5x3 II 3x4= 3x8= 3x8= 3x5 = 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Edoel.115:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 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 Ina YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&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.Camp./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 3-1Od(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. <Fck0 P R 0FF6 c4c; 3 ENGINEER /0 Z9c' 8 12PE cn � v y -0i, OREGO 95) ,4./4/ 9O SM BER 1\ �S A. He?, EXPIRES:06/30/2017 October 27,2015 i 6 IMMI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Wel&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/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informationu available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Crus Heights,CA 95610 Job Truss Truss Type ,Qty Ply POLYGON R45755208 PL15-356_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 13:51:54 2015 Page 1 I D:s3cryb S_6 sJ g M S M 2 S m_D_y9g iZ-Zg N u_AP y5M V hYpwuJ Ka?Q D O?fveg E LvZE m K7gpy PA2 J 1-0-0 1 �2�1 1-2-0 1 P7-141 Scale:3/8"=1 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 O O O e 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 18-11-8 0-2-010-7- i 11-7-10 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/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(lb)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C���' G F�`r'o 2 `rte 87022PE 9r N N 7 �'oj, OREG N ci,z �N .9O FMBER 11 �O On A. HE¢�P EXPIRES:06/30/2017 October 27,2015 8 y ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/01/2015 BEFORE USE. NI, 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` n always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755209 PL15-356_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 13:51:54 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-ZgNu_APy5MVhYpwuJKa?QD06CvgRES_ZEmK7gpyPA2J 3x4= 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 0 N • / e e I 1.5x3 1 1.5x3 II 8 ♦ 7 6 • 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y1— 12:0-1-8,Edoel,f3:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��c\c, �cNG)NEF9 /O�y 870 2PE c- 7 N ' J �A?, OREGON (y°O4./ 9O AMBER \� O`, A. H ECk EXPIRES:06/30/2017 October 27,2015 1 + _ 1 K ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M TE REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1411 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. uiteCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755210 PL15-356_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:55 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-1 txGB WQasfdYAzV4t15EyQx8tJz1 zigiSQ3gMGyPA21 10-10-0 I I- 1-2-0 11 1-0-12 1 1 1-0.0 I01_79,1 I 1-2-0 I I0-11-3 I Scale=1:33.3 3x4= 3x4= 3x4 I I 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 o e_ e V \ \ o / \ \A /I o \ate \. o N / • e 17-'4' :I 3 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5= 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = 11-1-o 11-8-012-3-01 3-6-12 1 8-8-5 B-3-5 f-10-51 19-0-8 I 1-1-0 5-7-0 0-7-0 1-3-12 5-1-9 11-7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- f2:0-1-8,EdaeL 13:0-1-8,Edael.19:0-1-8,Edael.110:0-1-8,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 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (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 QED PR QF- be attached to walls at their outer ends or restrained by other means. t5' 5)CAUTION,Do not erect truss backwards. \Co ANG)NF -9 '- 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. �C? �i9 The design/selection of such connection device(s)is the responsibility of others. Q g • 2 PE 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 5 Uniform Loads(plf) 7 A), OREGO ryc a4 Vert:20 32=8,1-19=80 ConcentratVeed Loads a s(Ib)) -A ‘,1,/ BER '\i P� A. H - ' EXPIRES:06/30/2017 October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design h based only upon parameters shown,and is for an individual building component,not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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,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 R45755211 PL15-356_UPPER F12 FLOOR 1 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Oct 27 13:51:56 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-V3VePrRCdzIPo74GQIcTVeTLCjNSiDgsh4pDviyPA2H °�6-0 1 1-2-0 1-0-12 I I 2-6-0 I 2-4-9 II 1-2-0 I I 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4 = 3x4 = 3x4 11 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e e e _ o o - o _\ • r a e 1. 11111111. 19 18 17 16 15 14 13 12 3x4=1.5)0 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-8-12 1 8-8-5 _3-5_10-s I 19-6-4 I 3-6-12 5-1-9 0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— f2:0-1-8,Edge1,13:0-1-8,Edoe1,f14:0-1-8,Edgel,f15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 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 lncr YES WB 0.61 FIOrz(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(0.1.3i X.3").nails. Strongbacks to be attached to-walls at their outer ends or restrained by othcr mcans. 4)CAUTION,Do not erect truss backwards. ��CD� A ,,IN F'9 s/Q2 �� 870 2PE yr N N y � N Aj, OREG N (15) ,,Q./ 9FC, MBER \, 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 MII7473 rev.10/03/2015 BEFORE USE. MN. 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 Malek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPIl Quality Criteria,DSB-89 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 R45755212 PL15-356_UPPER F13 FLOOR 1 1 Job Reference(national) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:57 2015 Page 1 I D:s3crybS_6sJgM SM2Sm_Dy9giZ-zF20cBRgOHtFP Hf T_S7i2rodZ6sG Rpt?wkYnR8yPA2G 3x4 = 0-11-11 I 1-2-0 I 0-9-5 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 ll 111 II m. 111 N 4 EM 111 III Mr III III-m / 1.5x3 I I 1.5x3 I I 8 =/ 7 6 5 3x4= 3x4= I 3-5-0 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edge1,f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '< cO PRop w�\� �cNGI NEER /o2 8 • 2PE /9r' Oa yfiAj, OREGO ti�o.i 'AOn AMBER \1 OS A. HES' EXPIRES:06/30/2017 October 27,2015 1 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7eks&connectors.This design is based only upon parameters shown,and is for an individual building component,riot �➢ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' 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/TP11 Quallly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 4 (DrawingsnotI to offsets are indicated. I scale) Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. li� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. T�uss bracing must be designed by an engineer.For 0'/16 N Wide truss spacing,individual lateral braces themselves May require bracing,or alternative Tor I _ ., bracing should be considered. IIIIMI O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Allip • OL\IIIIIIIAII4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '` 6- 5 designer,erection supervisor,property owner and plates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO II•cations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Desig0 assumes trusses WI!be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. U less otherwise noted,moisture content of lumber s all not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for ICC-ES Reports: u.e with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.:Bomber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 r:sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 c•mller for dead load deflection. the length parallel to slots. l 11.Pate ype,size,orientation and location dimensions i dic ted are minimum plating requirements. LATERAL BRACING LOCATION 12.L mb r used shall be of the species and size,and all respects,equal to or better than that #'-'6 Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the ••ecil ed. by text in the bracing section of the truss unless otherwise shown. 13.1-0p chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ......* 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior ` ? (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. NMI vt reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. III ,, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Revieall portions of this design)frontback,words Plate Connected Wood Truss Construction. and pwictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iTeko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ENE MiTek6 IS . 41c- 7777 roc7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber&Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30,2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.ori for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, Oft Gtr 87022PE EXPIRES: 640-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-A 10-22-15 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: K1487122 thru K1487139 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. C10 PROr tica�0�1.� `�j0 89782PE -7� 1;1/ OREGON 4h 9.Q &AIRYA ti, 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 and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 6.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TO: 2x4 KDDF #l&BTRLOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #16BTR • SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <— 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LU( 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, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. • 4-03 9-03 T T T 12 12 IIM-9x9 14.00 7 2 7\19.00 Ak 1111 DESIGN ASSUMES SHEATHING TO ONE FACE. o j o' o o I . f— i i m 1 4 5 b l 6 .' l-00 b • ' o PRQ,��s 1-00 e a �tc(-I.'', � < c 1 T9 J0�9r 89782PE c JOB NAME : POLYGON 3410—A NH — Al • Scale: 0.3929 �'� �s.� OREGON /h WARNINGS: GENERAL NOTES, unless otherwise noted'. 1� V('1E�.i(•tpi y�j 1.Builder and erection contractor should Be advised of all General Notes 1.This design Is based only upon the parameters shown and Is Mr en IndIldual T V Vii.O Vn h Truss: A l and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be Metalled where shownv. Incorporation of component la the responsibility of the building designer. "q �,vfi(`I`�. e,I 3.Additional tem bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschobraced to be ly braced at ir {T 7 _+`�/ temporary g y in cone 2'o.c.and at 10'o.c.respectively throughout their length by V Is the responsibility of the erector.Addllonal permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). PAUL �3 DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ. : K 14 8 7 12 2 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than S.Design assumes trusses are to be used In a noncorrosive environment, D are for condition" I D: LINK design bads be applied to any component. esign g use. S.CompuTrus has no control over end assumes no responsibility for the 8 necesss assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design b furnished subject to the'Imitations set with by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTIa In BCS',copies of which volt be furnished upon request. lines coincide with joint center tins. 9.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,ESR-1988(MItak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-210) 121 5-6=(-182) 181 5-1=(-292) 162 3-7=(-475) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-245) 133 6-7=( -29) 41 1-6=( -53) 156 WEBS: 2x4 KDDF STAND 3-9=( -6) 146 6-2=( -66) 99 LOADING 6-3=( -73) 153 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORN BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -46/ 317V -219/ 195H 5.50" 0.51 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 7'- 6.0" -66/ 512V 0/ OH 5.50" 0.82 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. f AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 8'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.095" @ 5'- 3.3" Allowed = 0.380" MAX TC PANEL TL DEFL = 0.152" @ 5'- 1.7" Allowed = 0.570" 3-03 4-03 ,r ` MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" 12 12 -27 M-4x6 14.00 14.00 Design conforms to main windforce-resisting 2 4.0 nsystem and components and cladding criteria. 1� � -1 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, J (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, 4„ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 411111 ko IP, i:3x4 , M-1.5x3 M-3x8 M-1.5x3 l l y 3-03 4-03 `- b () Cf �` :9782PE JOB NAME : POLYGON 3410-A NH - A2 ,,., ..00, Scale:Scale: 0.3413WARNINGS Builder and AENERALNOTEb, unyuponthepera ate. -7 OREGON ill Truss• A2 1.and Warnings er bate construr ction ca be advised dof all General Notes This Id gcs is based oppll bnmepareme p shown and is for penlMnitlual h • ntl Warnings Debre conatrucibn commences building component Applicability of design parameters and proper /� 2 4.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the bulking designer. ,,.a'I� (.( s.,, + V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and hodom chords to be laterally braced at 7�T /`r 1 ��, Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.rsuch as plywood unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. Or Impact sheathing such lb cg ruir et where s ownand/0r drywall(BC). �, 3.In Impact bridging or lateral bracing required where shown++ SEQ. : K14 8 7 12 3 4.No load should be applied to any component until alter all bracing and - 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any beds greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility br the 6.Design assumes lull bearing at all supports shown.Shim or wetlpe if EXPIRES: 12/3112016 fabrication.handling, components. necessary. shipment and installation of win ts. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TP WJICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate In Inches. MiTek USA,if lc./CompwTros Software 7.6.7(tL)-E tO.For bask connector plate design values see ESR-1371,ESR-1968(Mliek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x4 KDDF STAND 3-4=(-165) 87 3-7=(-341) 344 LOADING 4-5=( -52) 0 7-4=(-147) 184 TC LATERAL SUPPORT <= 12"OC. UON. YL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 439V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 463V 0/ OH 5.50" 0.74 KDDF ( 625) M-1.5x9 or equal at non-structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE vertical members (uon). LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = -0.001" @ -1'- 0.0" Allowed = 0.100" 4-01-12 3-04-09 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" T f fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 m-1.1510 5 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 7 ! , MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" 14-336 , MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" ¢ MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" M-1.5x9 /� Design conforms to main windforce-resisting system and components and cladding criteria. ♦� Wind: 140 mph, h=24.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=l.6, Only left end vertical is exposed to wind, Jj. Truss designed for wind loads i;',. \ in the plane of the truss only. M-2.5x9 or equal at non-structural diagonal inlets. Truss designed for 9x2 ode as structural 2x9 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. :4i11111111111111 . Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x3 I co 1 0 M-3x9 M-3,i4' • ��c�,EQ P R O,�Css b l )4 c� rNAGINE 1p 1-00 7-06 • 0-03 .?jp 89782PE r JOB NAME : POLYGON 3410-A NH - A3 Scale: 0.2889 a Ir '� jL�� • WARNINGS: GENERAL NOTES, unless otherwise noted'. (/,,s� (��s h I.Builder and erection contractor should be advised Mall General Notes I.This design le based only upon the parameters shown and Is for an IndNldual 9 OREGON V a„� Truss: A3 and Warnings before constructioncomreences. building component.Applloabnllyofdesign parameters and proper A 2.Tr4 compression web bracing must he Installed where shown+. incorporation of component b the responsibility of the building designer. '449 �y..y. , G �&' �'q. at 3.Additional temporary bracing to Insure slabilily during construction �.Design assumes the top and bottom chords to be throughouty braced en ` Al'-1 s l :J is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at sheathing o.c.respectively unless braced their length by DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. continuous insuch b plywoodc nrequiredsheathing(TC)whereshown drywell(BC). PAUL l p ly g 3.za Impel bridging or lateral bracing where anown.. �'1 1.. SE K 14 8 712 4 4.No load should be applied to any component until after at bracing end 4.Installation of truss Is the responsibility of the respectNe contractor. Q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"Muse. TRANS I D: LINK 5.compuTrus has no control over and assumes no responsibility for the 6.Design assumesfull bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 MMOSIMIy. fabrlcetbn,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values see ESR-1311,ENR-7988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x9 KDDF STAND 3-9=(-165) 87 3-7=(-391) 349 LOADING 9-5=( -52) 8 7-9=(-197) 189 TO LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 939V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 963V 0/ OH 5.50" 0.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4-01-12 3-04-04 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1' 1 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 12MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" M-1.5x3 S MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 7 -/ MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" ¢ MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, 3 Only left end vertical is exposed to wind, Truss designed for wind loads 4' in the plane of the truss only. I N O ,-1 M-1.5x3 f- Ig 0 W I ti gig M-3x9 M-3x9 �4 � P13 G'FS J• i' 7-06 0-03 �Cj� �GNGIN �' �rp.�p . ,,,,_`4,1 x :9782 P E r' JOB NAME : POLYGON 3410-A NH - A4 • Scale: 0.2951 WARNINGS: GENERAL NOTES, unless otherwise noted: E..e' ez-s N�' h Truss A4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for anlndlvidual ,/ rte} I -E O y and Warnings before construction commences. building component.Applicability of design parameters and proper 'ik - (t w,' 2.254 compression web bracing must be Installed where shown f. incorporation of component Is the responsibility of the building designer. ..f1 VA f..' VS\h 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally t eat n 7 v('^a '7R :J + .511 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at sheathing.respectivelysash plywood unless braced throughout their length by ^�' l DATE: 10/26/2015 the overall structure Is the responsibility of buildingcontinuous each as aheathinp(TC)antl/or tlrywell(BC). P./N U{ P N o designer. 3.20 Impact bridging or lateral bracing required where shown.. �•'1 7.w SEQ. : K 14 8 712 5 4.No load should be applied to any component until after eN bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponslbilllyforthe 6.Design assumes full bearing ateNsuppodsshown.Shleerwedge It EXPIRES: 12/31/2016 tebrlcetlon,handlinnecessary handling,shipmententtotnstallation fcomponents. 7.Designassumes adequate drainage is provided. October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In BCSI,copies of which bell be furnished upon request. lines colnGde with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(IL)-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 19'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting • system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. L)N( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads • LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 4 1 T 12 IIM-4x4 12 19.00 7 4, \.19.00 yi o 11/11H411 ,,2 o M-3x4 M-3x4 P R Q ,,,\<(5),- F4.s yl y � a1NCc j 1-Do 14-09 1-00 r�� � . 2 ,,,,.._''Cl � ...c.- 89782PE f" JOB NAME : POLYGON 3410—A NH — B1 �r,7(\'�'/' ' • . Scale: 0.2919 ar. /yy/�1e,�' l N• W WARNINGS: GENERAL NOTES, unless otherwise noted: C/ ^4 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual OREGON Truss: B1 and Warnings before construction corhmences. building component.Applicability of design parameters end proper /, 0.(:) �[ 2.2a4 compression web bracing must b Metalled where shown e. Incorporation of component Is the responsibility of the building designer. .�C/.91..... /...�,/, i./11 y�. G 3.Additional temporary bracing k+Insur lrI'' bIINy during construction 2.Design assumes the top end bottom chords to be kteralty braced et l� '-T R :J Is the responsibility of the erector.Adplll�nal permanent bracing of 2'o.c.end at 10'on.such es ply unless braced Throughout their length by 1 continuous sheathingsuchas plywoodeheellting(TC)and/or drywall(BC). p/11 11 �\ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown e v r9 e✓4 SEQ.: Ki4 8 712 6 4.No toed should be applied to any component until after est bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners ere complete and at no time should any beds greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied M any component. and are for"dry condition"of use. TRANS I D: LINK S CompuTrus has no control over and assumes no responsibility for to 8.Dealgn assumes full bearing el all supports shown.Shim or wedge It EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. necessary. { l,� 7.Design e.sassumes cedon drainageteasIs rsd.and October 26,2015 B.This design is furnished subject b the limitations tel forth by a.Pletet shall be located on both area of truss,.na places so their Domer TPIIWTCA In BC5I,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 86 2- 8-(-73) 426 3- 8=(-235) 254 BC: 2x4 RIDE 416BTR SPACED 24.0" O.C. 2- 3=(-620) 187 8- 6-(-62) 335 8- 4=(-235) 456 WEBS: 2x4 KDDF STAND 3- 4=(-481) 247 8- 5=(-235) 254 LOADING 4- 5-(-481) 247 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-620) 187 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -134/ 734V -261/ 261H 5.50" 1.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.0" -134/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" 7-04-08 7-04-08 MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" T ,( ,r MAX LL DEFL = 0.010" @ 7'- 4.5" Allowed = 0.692" MAX LL DEFL = -0.002" @ 15'- 9.0" Allowed = 0.100" 3-08-12 / 3-07-12 3-07-12 3-08-12 MAX TL CREEP DEFL - -0.003" @ 15'- 9.0" Allowed = 0.133" 1 1 1' 1' MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.439" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" 0 14'- 3.5" 14.00 14.00 MAX HORIZ. TL DEFL = 0.007" @ 14'- 3.5" 4 4.0" 02 i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 0 1 e • o M-3x4 M-3x8 M-3x4 o y 7-04-08 y 7-04-08 y � ¢�� PROrs�• y y y y <5 0.4 I N'kR /Q 1-00 14-09 1-00 '(L/ 17 '� 8.782PE • JOB NAME : POLYGON 3410-A NH - B2 • Scale: 0.2539 . - �• WARNINGS: GENERAL NOTES, unless otherwNe noted' (/ OREGON0.,''s Truss B2 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an indIldual �s /" and Warnings before construction commences. building component.Applicability of design parameters and proper '%.y 'S1,L, 2d. ��` 2.2x4 compresebn web bracing must be installed where shown . incorporation of component k the responsibility of the building designer. .a'I� 5Ji.5 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al 77 '-1 1 la the responsibility of the erector.Additional permanent brecln9 of 2'o.c,and at 10'o.c.rsuch as eN anises braced throughout their length by ` DATE: 10/26/2015 the overall structure Is the responsibility of the buddingdee continuous0Imactsheathing eachlbacwg re vire WhoresTC)ownstlrywal#BC). PAUL V\ aponsi ty designer. 3. Impact booing or ere)bracing required when shown•• l+ SEQ.: Ki 4 8 7 12 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the rite lkty of the respective contractor. fasteners are corn/data and at no time shouts any loads greater than 5.Design assumes trussesIs be are to used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition•of use. 5.CumpuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES:wce12/3112016 • fabrication,handling,shipment and installation of components. sorry. T.Design ad be located oneoth face isprovided.tss October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shad be located on both laces of Dues,and placed so their center TPWIWTCA In SCSI,copies of synch will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate eine of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-09-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1344 1- 6=(-834) 3572 1- 2=(-601D) 1344 4- 8=( -624) 2930 BC: 2x6 KDDF #1&BTR 2- 3=(-3954) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1344 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3954) 1006 7- 8=(-746) 3550 2- 7=(-1718) 520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6010) 1344 8- 5=(-750) 3572 7- 3=(-1454) 5668 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 9.0" V 7- 4=(-1718) 520 TO LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 467.7)+01( 338.0)= 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BC LATERAL SUPPORT <= 12"00. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1447/ 6414V -228/ 228H 5.50" 10.26 KDDF ( 625) J'- ( 2 ) complete trusses required. 14'- 9.0" -1447/ 6414V 0/ OH 5.50" 10.26 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \A1 9" oc in 1 row(s) throughout 2x4 top chords, /XVX\ 6" oc in 2 row(s) throughout 2x6 bottom chords, OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.035" @ 7'- 4.5" Allowed = 0.692" MAX TL CREEP DEFL - -0.071" @ 7'- 4.5" Allowed - 0.922" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5" 1' ' 1' MAX HORIZ. TL DEFL = 0.020" @ 14'- 3.5" 3-10-08 3-06 3-04-04 4-00-04 f 1' 1 f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 14.00 14.00 4.0" Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /// 3 '. (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), Al load duration factor=l.6, aTruss designed for wind loads in the plane of the truss only. M-4x122M-4x12 M-1.5x3 ,M-1.5x3 00 ik 1. NJ . ,C. O 1-- 6 ' 7 8 - of o M-4x10 M-3x8 M-7x10 '. M-3x8 M-4x10 0 �y y 3-10-08 y 3-06 y 3,06 y 3-10-08 1 `C,�`F�✓ PRQFes� j' 14-09 y ,� ��~ O2p ..„...."../ 89782PE r JOB NAME : POLYGON 3410-A NH - B3 Scale: 0.2641 e ♦ 0,' Irr NW WARNINGS: GENERAL NOTES, unless upon noted: 0y-sCGON �� 1.Builder end erection contractor should Na advised of ell General Notes 1.This design Is based only upon the parameters shown and is for en Individual 1�1 L 3 Y /1 Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper / C71V 2.2e4 compression web bracing must be installed where shown.. incorporation of component is the responsibility to of the building designer. 1, l.J'rl R Y. A G , 3.Additional temporary bracing to Insute stability during construction 2.Design assumes the top and bottom unlesschobraced to be laterally braced at ♦7 '1{�1 :J Is the responsibility olthe erector.Addllonal permanent bracing of 2'o.c.and at 10'o.c.respectNely throughout their length by //��s r DATE: 10/26/2015 the overall structure Is me responsibility 1 the building des continuous sheathing igor each as a ing plywood fired where (TC)endlor tlrywall(BC). PAUL { [a� p ty o g acing 3.2a Impact bridging or lateral bracing required comers shown r♦ A V L SEQ.: Ki4 8 712 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the are to be Inility of t aedivenon-corrosive etmactor. n( fasteners are complete and at no time should5. should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. SDesign and,,for condition" use.supports shown.Shim or wedged 5.CompuTrushas nocontrol over and assumes noresponsibiliyfor the �ryu EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Desgn assumes adequate drainage l5 provided. October 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces oflruas,and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InB./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 39'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 19-08-08 19-08-08 13-01-12 6-06-12 6-06-12 13-01-12 T T f '1 T 12 TIM-4x4 12 7.00 3 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION M-3x5(S) M-3x5(S) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE ,0 1411111111111111116„ CONNECTIONSATUATION.COMPETENTPROFESSIONALADVICEMUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. .1'Io t I o M-3x5(5) 0 M-3x4 M-3x4 ),---,I, �,� 19-08-08 19-08-08 `�"S�. \yG CE., 1-00 39-05 �� 1"� 1-00 a- 8•782PE yr JOB NAME : POLYGON 3410-A NH - Cl Scale: 0.2151 WARNINGS: G.This eign is NOTES, unless upon the ise parameters "V OREGON �v� �. Truss• C 1 Bud er Warnings s iocontractorinecArnold be advised of all General Notes This design is been.onlyupon y s p es:g stere shown and is toren Intl iduel /� h and Warnings before construction commences. building component.Applicability of design parameters and proper ,,• 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component is the responsibility of the building designer. ,.() V"1 ate, f /' 3.AddNlonal temporary bracing to Insure stability during construction 2.Design assumes the lop and Sodom chords to be laterally bracetl al 7 )"}+ :.3 ��/, Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c,respectHafy unitise braced Throughout their length by V DATE: 10/26/2015 me overall structure Is the responsibility of the building deal continuous sheathing such as pa/wood sheathing(TC)and/or drywan(BC). AA t 'L 'I p ty g gner. 3.2v Impact bridging or lateral bracing required where shown i• s.J SEQ.: Ki4 8 712 9 4.No load should be applied to any component until after aN bracing end 4.Installation of trues Is the responsibility of the respeGNe contractor. fasteners are complete and al no time should any Toads greater man 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any end are for"dry condition"of use. B.Design assumes full bearing atell supports shown.Shim orwedge lf 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES 12/31/2016 fabrication,handling,shipment and installation of components. sorry. l.� 6.This design Is7.Design assumesadedboquate rainageisprovded. October 26,2015 gn 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPVINfCA In BCSI,copies of which will be furnished upon request. Thee coincide with joint center Imes. MiTek USA,Inc./Com uTrus Software 7.6.6(10-E g.ForDigb Isis con sizeof plate m design values P1 B. For basic cafe sizer plate tlIn inc values see ESR-1371,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x4 KDDF #16BTR • SPACED 24.0" O.C. 2- 3=(-2655) 548 10-11=(-230) 1927 10- 4=( -39) 557 WEBS: 2x4 KDDF STAND 3- 4=(-2398) 595 11-12=(-235) 1806 4-11=(-745) 284 • LOADING 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 TC LATERAL SUPPORT <= 12"OC. UON. S,L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1698) 498 11- 6=(-745) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2398) 545 6-12=( -39) 558 TOTAL LOAD = 42.0 PSF 7- 8=(-2655) 548 12- 7=(-291) 218 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 LL = 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "on 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 = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" ''. MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 1 1 T T Design conforms to main windforce-resisting 6-10-09 6-05 6f05 6-05 6-05 6-10-09 system and components and cladding criteria. f T T i T T f T • 12 12 Wind: 140 mph, h=24.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.00 M-4X6 ''' :17.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 I load duration factor=1.6, ! 4.0" Truss designed for wind loads 5 'hi' in the plane of the truss only. M-5x6(5) //\1 M-5x6(5) 0.25'+ /I 0.25" 6 +I M-1.5x3 M-1.5x3 00 3 + + 7 k_ l jdiiiiihhihpp N 'O 1141,, c3 ci M-3x6 M-3x4 kt•25" M-3x4 M-3x6 B Io `�'1O PRQFr. M-5x8(S) o Cy,IN� CS.0 y to of-01 y 9 07-07 y 9-07-07 b to of-01 l d 1 00 39-05 1-00 89782PE fir'" JOB NAME : POLYGON 3410-A NH - C2 ,.,,r' . Scale: 0.1401 WARNINGS: GENERAL NOTES, unless otherwise noted: C/,,a.� OREGON 1.Builder end erectioncontractor should be advised of all General Notes t.This design Is based only upon the parameters shown and kr en indlvlduel 7�OREGOI"J /: sem„ Truss: C2 and Warnings befconstruction tori ces building component Applketildy of design parameters and proper /. AV 2 2v4 compression web bracing must be Installed where shown ii. Incorporation of component is the responsibility of the building designer. V �7 { S^' � 3.Additional temporary brackg to insure stability during construction 2 Design assume.the top and bottom chords to be leteralo braced at -VA0 Al`,y 1 6 Is the responsibility of the erector.Adtlllbnal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheath Frere)and/or drywall(BC). ir PA U 1 Cl\ DATE: 10/26/2015 the overall structure is the responsibllty of the building designer. 3.2v Impact bridging or lateral bracing required where shown+a r1 4 SEQ.: El4 8 713 0 4.No load should be applied to any component until after all bracing and Installation of truss uIs asshe respo be ulsetl Inthe ctryenon-corrosive environment, contractor.5.Desare fasteners are complete and at no time should any bads greater than ten assumes design loads be applied Many component. end are for"dry condition"of use. TRANS I D: LINK B.De. 5.CompuTrus has no control over end assumes no responsibility kr the assumes fun bearing et ed/supports shown.Shim or wedge H EXPIRES: 12/3112016 ry um 4 fabrication,hendling,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In Inches. MiTek USA,Ino./CornpuTwe Software 7.6.6(1 L)-E 10.For been connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -89) 664 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-4596) 859 11-12=(-619) 3499 3-12=(-990) 280 16- 8=(-340) 297 WEBS: 2x9 KDDF STAND 3- 4=(-2929) 569 12-13=(-360) 2470 12- 9=( 0) 365 LOADING 9- 5=(-2366) 551 14-15=) -10) 75 4-13=(-612) 146 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2909) 711 15-16=(-223) 1731 5-13=(-431) 295 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 508 16- 9=(-376) 2167 19-13=) 0) 99 TOTAL LOAD = 42.0 PSF 7- 8=(-2416) 570 13-15=(-139) 1299 OVERHANGS: 12.0" 12.0" 8- 9=(-2655) 595 13- 6=(-385) 1177 LL = 25 POP Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 BOTTOM CHORD CHECKED FOR A 20 PIF 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" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 29 "cc 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 = -0.182" @ 13'- 0.9" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.9" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" 19-08-08 19-08-08 MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-09-09 MAX HORIZ. LL DEFL = 0.101" @ 38'- 11.5" T T T T T T T f MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 12 12 7.00 M-6x8 Q 7.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. 6 ,fes( Nig M-5x6(5) Wind: 140 mph, h=29.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.7" load duration factor=1.6, 0.25" Truss designed for wind loads M-1.5x3 in the plane of the truss only. 5 l'r•Ni\isiNi‘tiiisssiNisiNsii._. M-5x6(5) 0.25" 4 M-1,5x3 M-3x6 3 M-3 x 6 l:-_ o o li 32 0 13 M-3x9 0 4 N. _.t%R 4. o 0-,..0. 1.1 M-5x8 19 15 16 1 o M-6x8 0.25" M-3x4 M-3x60 1 a 3.75 M-1.5x3 M-6x8(5) 0 12 y y k y y )' J' ��4 ,0 PRace J, y 05-08 5-01-04 5-06-08 y 6-07-04 9-08-05 10-00-03 y y �� GI N E�9 / 1-02D-05-08 10-06 39-OS 26-05-08 y 00 ��� 89/OG!-E 2-> • JOB NAME : POLYGON 3410-A NH - C3 c. . ' • Scale: 0.1900 w WARNINGS: GENERAL NOTES, unless otherwise noted: E.a /-��'7 /'�/'� vJ 1.Builder and erection contractor should be advised 01011 General Notes 1.This design Is based only upon the parameters shown and Is for en Individual A VA- OR E l7 N Truss: C3 and Warnings before construction commences. building component.Applicability Al design parameters and proper bT '(/ l)d 2.2x4 compression web bracing must be Installed where shown o. incorporation of component Is the responsibility of the building designer. -7,,i) R7 l./.•7 G G' 3.Additional temporarybracing to Insure stability dun construction 2.Design assumes the top and bottom unless braceda be laterally braced at 7�T� 'l 1:7 g y ig cons 7 o.c.end at 1 d on.respectively throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,A U( \ DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown<< 4 SEQ.: K14 8 7131 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responelblbty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied 10 any component. and are for"dry condition of use. 5.d 9 torus hes no control over and assumes no responsibility for the B.Design assumes lull bearing et all supports shouse.Shim or wedge if EXPIRES: 12131/2016 fabrication,handling,shipment end Installallon of components. ry. 7.Design shall assumes adequate o ne othlf c e to provided. October 26,201 5 8.This design IS furnished aubjacl to the limitations set forth by 8.Plates shell be located on both laces of(ruse,end placed se(heir center TPIAVPCA In SCSI,copies of which 0111 be furnished upon request. lines coincide with joint center lines. B.Dig ba indicate size of plate ata in inches.USA,Inc./Com uTrus Software 7.6.6 1L-E 1I For basis connector plate design values see ESR-7317,EBR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-751) 3890 10- 3=(-192) 1297 14- 7=(-732) 286 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-9597) 893 10-11=(-672) 3437 3-11=(-987) 293 7-15=(-101) 670 WEBS: 2x9 KDDF STAND 3- 4=(-2930) 569 11-12=(-389) 2968 11- 4=( 0) 365 15- 8=(-345) 269 LOADING 9- 5=(-2366) 551 13-14=( -10) 75 4-12=(-611) 198 TC LATERAL SUPPORT <= 12"01. UON. ',LI.) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2405) 717 14-15=(-224) 1732 5-12=(-931) 295 . BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=( 0) 94 TOTAL LOAD = 42.0 PSF 7- 8=(-2419) 589 12-14=(-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 569 12- 6=(-390) 1177 LL = 25 PSF Ground Snow (Pg) 19- 6=(-131) 774 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.84 KIDE ( 625) 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '', MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-0B-08 19-08-08 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 2-09 5-01-09 5-03 6-05,-08 5-06-12 6-11 7-04-09 1' T f Q I '1' 1' 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-6x8 Q 7.00 Wind: 190 mph, h=24.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 47( load duration factor=l.6, 4#! M-5x6(S) Truss designed for wind loads 5 '74'44111N....... in the plane of the truss only. 0.25" M-1.5x3 j7 5 . M-5x6(5) ''...,. 0.25" +, 4 M-1.5x3 M-3x6 .44 Aiiillikkh\ 3 . 11111,n M-3x8 11 i 1 it 11 M-3x9 o 12 i3 - van o M-5x8 1 1 M-6x8 04.25" M-31x9 M-3x6*g I 0 0 0 M-1.5x3 M-6x8(5) 43.75 y12 ) ) ) ) ) y ¢ .( PR tip 2-05-08 5-01-04 5-06-08 6-07-09 9-08-05 10-00-03 'N , J, y y `'1--05-08 10-06 26-05-08 :*v 39-05 '1/4C- ;9782PE JOB NAME : POLYGON 3410-A NH - C4 Scale: 0.1330 '^ WARNINGS: GENERAL NOTES, unless otherwise noted: t C./ 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual -V OREGON C's „ Truss: C4 end Wemiegs before construction commences. building component.Applicability of design parameters end proper /. !1 2.2x4 compression web bracing must be laetalled where shown*. Incorporation of component Is the responsibility of the building designer. C/ R {� G^ 4` 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 9,5, AIRY A'✓' 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the castor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). P+A U 1 DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 1.. SEQ.: Ki 4 8 7 13 2 4.No load should be applied to any component until after all breung end 4. enation oftru s is the responsibility spo si usNya m h respective contractor..nt, fasteners Inc complete and at no lime should any beds greeter than Design assumesbe design rocas be applied to any component. and are for'dry condition'of use. TRANS ID: LINK 6.Design essu s.Compurrushas nocontrol over an susesnoresponsibiliyfor me n, ullbea ng et all suppoeshoerr shim or wedge if EXPIRES: 12/3112016 fabrication,handling, ssery shipment end Iletaion of components. 7.Designlaesassumed adequate both le grossed. October 26,2015 0.This design is furnished sub)ect to the limitations set tush by B.Plates shell be located on both feces of Miss,and placed so their canter TPNMDA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E to.For beak connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1IBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=(-391) 2311 3- 9=(-291) 218 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=(-2656) 548 9-10=(-243) 1920 9- 4=( -39) 557 WEBS: 2x9 KDDF STAND 3- 4=(-2399) 545 10-11=(-234) 1807 4-10=(-745) 284 LOADING 4- 5=(-1699) 498 11- 8=(-404) 2172 10- 5=(-317) 1307 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 503 10- 6=(-747) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2401) 565 6-11=( -55) 563 TOTAL LOAD = 42.0 PSF 7- 8=(-2658) 570 11- 7=(-294) 238 OVERHANGS: 12.0" 0.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -294/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 T j' '( Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. T T 1' 1' 1' ' 1' 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 700 load duration factor=l.6, 4.0" Truss designed for wind loads 5 .f+( in the plane of the truss only. M-5x6(5) -\1 M-5x6(S) 0.25" 0.25" -FI M-1.5x3 M-1.5x3 3 + + LI, CD N 11 B O I M-3x6 M-3 x9 :0 25,, M-3x9 M-3x6 I ry M-5x8(S) {-t� ,0 p13L1/2 l 1 b 1 ,, �C i•GtAG,(NC V /0 y y 10-01-01 9-07-07 9-07-07 10-01-01 y C� u 1-00 39-05 p :9782PE v JOB NAME : POLYGON 3410-A NH - C5 ,01, "'di'. Scale: 0.1580 ,'� WARNINGS: O.ThRAeNOTsb, unless ntheae e', .5? OREGON a', �. Truss' C5 1.Builder eedWand erectionets,.construction commences. be advised of all General Notes 1.This design is onlyupon parameters design parameters end is loran individual ., and Warnings before construction commences. building component.Applicability of design parameters and proper J n*J 2.2x4 compression web braGng must be Installed where shown*. Incorporation of component h the responsibility of the building designer. -11,94..(f,,.7 V 3.Additional tem bracing to Insure stability dud 2.Design assumes Me top and bottom chords to be laterally brand at -AIRy y ''6 %e�. temporary g y rg construction 2'o.c.and at'la o.c.respeGbey unless braced throughout their length by i `(/ IS Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA UL T1 DATE; 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braGng required where shown e* SEQ.: K1487133 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes vases are to be used In a noncorrosive environment TRANS I D: LINK design mads be applied to any component. and are for'dry condition"st see. 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016�y/ y fabrication,handling, necessary. 1 G7 1 J2o 1�' shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which wnll be furnished upon request. flees coinGde with feint center lines. 9.Digits Indicate size of plate In inches. MITek USA,inn./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-371) 2281 3-11=( -293) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2610) 540 11-12=(-225) 1889 11- 4=( -40) 558 WEBS: 2x9 KDDF STAND3- 4=(-2352) 537 12-13=(-228) 1733 4-12=( -745) 285 LOADING 4- 5=(-1652) 489 13- 9=(-334) 1892 12- 5=( -307) 1274 • TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1656) 491 12- 6=( -696) 278 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2201) 508 6-13=( -1) 375 TOTAL LOAD = 42.0 PSF 7- 8=(-2334) 507 13- 7=( -134) 166 LETINS: 0-00-00 3-00-00 8- 9=( -24) 298 B- 9=(-2661) 509 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 • OVERHANGS: 12.0" 12.0" I 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 TiE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 0'- 0.0" -290/ 1745V -274/ 274H 5.50" 2.79 KDDF ( 625) 1 36'- 10.0" -284/ 1745V 0/ OH 5.50" 2.79 KDDF ( 625) • '..� • IC OND. 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 = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL = -0.326" @ 26'- 2.4" Allowed = 2.528" MAX LL DEFL = -0.002" @ 39'- 10.0" Allowed = 0.100" 1 MAX TL CREEP DEFL = -0.003" @ 39'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.057" @ 38'- 4.5" 19-08-08 19-01-08 MAX HORIZ. TL DEFL = 0.093" @ 38'- 4.5" 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 ,( f f f ' ' ' '( Design conforms to main windforce-resisting 12 ,, 12 system and components and cladding criteria. 1 M-4x6 7.00 I I Q7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,, i 5 44( load duration factor=l.6, End vertically) are exposed to wind, M-5x6(5) M-5x8(S) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" '' 0.25" +I M-1.5x3 M-1.5x3 3 + + M-3x6 N of 1 _ ( 'r y '44114444 1. 0 11 12 13 M-3x4 M-4x6 t M-3x6 M-3x9 o 1-?0. qPry Oft,, o M-5x6(S) <` � y 1 1 l l , 4G1NE .. / 10-01-01 9-07-07 9-07-07 9-06-01 6,TSrI- y y y 0 ' 9752PE c' � 1-00 38-10 1-00 1i JOB NAME : POLYGON 3410-A NH - C6 . ..e Scale: 0.1432 ./ //``��II'�--T� �-s/'� RAW WARNINGS: GENERAL NOTES, unless otherwise noted'. o, OREGON El7ON h^4) 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an Individual V `�(_ Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper ff�' 2 2.2s4 compression web bracing must be Installed where shown i. incorporation of component h the responsibility of the building designer. 1 �j .. {, Q. 3.Additional tem bracing to Mime s1ebIIN during construction I Design assumes the top and bottom chords to be laterally braced at ` a-} temporary g Y g cons 2'o.c.and at 70'o.c.raspectsply unless braced throughout their length by le the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). AAI I s... DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown e e •1 V SEQ.: K 14 8 713 4 4.No load should be applied to any component until alter all bracing end 5.4.DesignInstallation of hues Is the are bability ueyd In elite respective non-corrosive environment, fasteners are complete and at no time should any loads greater thanand are afossumes "dry trusses re tousb. TRANS ID: LINK design loads eeappneetoany component. 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus hes no control oversrandandss assumes anales no re b' for the fabrication,handling,shipment and Installation of components. 7.Desigassumes adequate drainage Is prodded. October 26,2015 6.This design Is furnished subNct to the timsatlons set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPINJrCA In SCSI,copies of which WI be furnished upon request. lines coincide with Joint center lines. 9.Digns Indicate size ofplate In Inches. MiTek USA,Inc./CompaTnls Software 7.6.7(IL)-E 10.Forbasic connector plate design values see ESR-1317,ESR-198B(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 38'— 10.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF kl&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.9ft, 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 PIP load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-08-08 19-01-08 T T 'I 13-01-12 6-06-12 6-06-12 12-06-12 T 4 1 T 4 12 HM-4x4 12 7.00 3N Q 7.0 0 II M-3x5(5) M-3x5(S) 4# 44 In o 0 11111111111111111411111111111141111111 m O 1 r MF o o M-3x5(S) 5 0 M-3x4 `_ �t P 13 0 ft y 19-08-08 y 19-01-08 o\ G N'e ES>' 1,---,1, *........ 1-00 38-10 �;'�/. 1-10 ° 8GPE • JOB NAME : POLYGON 3410—A NH — C7O'_`a . Scale: 0.2057 Mill WARNINGS: GENERAL NOTES, unless otherwise noted: C/ OREGON �� 1.Builder end erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and Is for an individual �� )FIE OI Y ^ Truss: C7 and Warnings before construction commences. building component.Appllseblllty of design parameters and proper /- A w 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. .A /IV a..." x VV,<(;<-- 3. � 3.Additional temporary bracing to Insure stability during construGlon 2.Design assumes the lop and bottom chords to be laterally braced al 7IT./ 'l("(l 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectWely unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility f the building deal continuous sheathing such as plywood ahealhing(TC)and/or drywall(BC). r-A U L. 1 P N o g gner. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K1487135 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponsiblbly of therespedve contractor. fasteners are complete and at no time should any made greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6 nDeceasa ssumes nil bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ry. T.Degn assumes adeqdrainage is provided. October 26,2015e.This design Is Nrnishetl subject to the limitations sal forth by 8.platasshal be located on both faces of truss, and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrss Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x9 DF 2900E LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-5=(-27) 30 3-5=(-120) 106 BC: 2x9 DF 2900E SPACED 29.0" O.C. 2-3=(-59) 91 WEBS: 2x9 DF 2900E 3-9=( -8) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" , 0'- 0.0" -69/ 325V -17/ 58H 5.50" 0.99 DF ( 670) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 15907 0/ OH 5.50" 0.29 OF ( 670) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members Oxon). REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. '.BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-08-04 0-03-12 MAX TO PANEL LL DEFL = 0.013" @ 2'- 3.3" Allowed = 0.199" MAX TC PANEL TL DEFL = 0.013" @ 2'- 1.9" Allowed = 0.298" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.50 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and componentsand cladding criteria. M-1.5x3 Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, L Truss designed for wind loads • in the plane of the truss only. IIIIII rn 0 I H ILli I C,, 0 I 1 2�� 00015 0 M-3x9 M-1.5x3 J. J. l 3-08-09 0-03-12 y l 1 1-00 4-00 ��si,,ED PR Q,c .,GI N ,S* 89782PE ,.... JOB NAME : POLYGON 3410-A NH - D1 Scale: 0.6177 a�I /� •N WARNINGS: GENERAL NOTES, unless otherwise noted' C, h1 1.Builder end erection contractor should'.be advised of NI General Notes 1.This design is based only upon the parameters shown end is for en individual OR.EGON Truss: D1 end Warnings before construction • es. building component Applicability of design parameters end proper �/j 1(,;) �T 2.2a4 compression web bracing must b'Welled where shown ri incorporation of component is Me responsibility of the building designer. rf1A VA.AIRY A6 3.Addabnal temporary bracing to Ineurdstibll ty during construction 2.Design assumes the top and bottom chorda to be laterally braced at / :J Is the responsibility of the erector.Adtlltlohel permanent bracing of 2'o.c,and at 10'o.c,respeGively unless bated Throughout their length by i. DATE: 10/26/2015 the overall structure is the res Ibfl of the building des continuous sheathing such as plywood sheathing(TC)end/or tlryv ell(BC). �?A U U i pone ly g acing 3.2a Impact bridging or such bracing required when shown•• L. SEQ.: K14 8 713 6 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the reeponsibllty of the respective contractor. fasteners are complete end el no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design lads be applied Oany component. end en for^drycondition.groes. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown,shim or wedge if EXPIRES: 12/3112016 fabrication,handling, ry shipment and lalbllon of components. 7.Design assumes adequate drainage is provided. October 26,2015 B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIiVeTIW in BCSI,copies of which MI be furnished upon request. lines coincide with Joint centerlines. 0.Digits indicate size of plate in inches. MITsk USA,Inc./CompuTrus Software 7.6.7(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 40 2-4=(0) 0 BC: 2x4 DF 2400F SPACED 24.0" O.C. 2-3=(-54) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• TOTAL LOAD = 42.0 PSF 0'- 0.0" -65/ 333V 0/ 57H 5.50" 0.50 DF ( 670) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 DF ( 670) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.15 DF ( 670) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4.50 D 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.222" MAX TC PANEL TL DEFL = 0.013" @ 2'- 5.4" Allowed = 0.334" MAX BORIS. LL DEFL = -0.000" @ 3'- 11.2" MAX BORIS. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o` in the plane of the truss only. 0 41 i rn riirgiAltd0 I f 12► 4 O M-3x9 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,4,3 I �ti' °( PRQ,�ess p�AAICV/ � 3 89782PE • • • JOB NAME : POLYGON 3410-A NH - D2 • Scale: 0.8031 ' (� NM WARNINGS: GENERAL NOTES, unless otherwise noted' C•.'..�} �^'�I'� /-� 10 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual . 7jt- OREGON (z;^, Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper {1!. C�V 2.2x4 compression web bracing must be Installed where shown+. .414F- Incorporation of component is the responsibilityof the building designer. A1 R". A 7ft 3.Additional temporary bracing to Insure stability during constructio7 Go.n 2.Design assumes the top and bottom unlesschobraceda be laterally braced at a + I Is the responsibility of the erector.Additional permanent bracing of continuous and at sheathing.rsuch as plywoodly throughout they length by (� \' DATE: 10/26/2015 the overall aware Is the responsibility of buildingdee such as required ingare and/or drywall(BC). Aq I l ['s� p ty o designer. 3.20 Impact bridging or lateral bracing where shown++ y"'1 4J(.+ SEQ. : K 14 8 713 7 4.No load should be applied to any component until alter all bracing and 5.Installation of truss Is te responsibility sibulsyd In hen environment, respective contractor. nlnvcto fasteners are complete end at no time should any loads greater than Design assumes trussesare to TRANS I D: LINK design loads be applied to any component. B,OB81 re for"dry ondylon"f ut ell supports snows.Shim or wedgeIf 5.CompuTrus has no control over and assumes no responsibility for the Designassumesbearing ppo EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 28,2015 6.This design Is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIGARCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-1371,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,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, MWERS(Dir), '.i TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, • LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads •M-1.5x9 or equal at non—structural • - in the plane of the truss only. vertical members (tion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous • BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 1 '1 1' 12 I 4.50 17 M-1.5x3 I 3 ill 0 I ...ailgggillddl 2 o � 1 0 1, /- I////////////.%%///////////I -,, M-4x4M-155x36 • • k y ,l' 1-00 3-05 p PROF�< �Gt �cr-\<- Nss � 10� ` �'� :9782PE JOB NAME : POLYGON 3410-A NH - El ,,. Scale: 0.6222WIN WARNINGS: GENERAL NOTES, unless otherwise noted, to, �'7 p� ',„, Truss E1 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an Individual 1.` OREGON r" and Warning.before construction comtnences. building component.Applicability of design parameters and proper /41/ (�yTr 2.75(4 compression web bracing must bel Installed where shown+. Incorporation of component Is the responsibility of the building designer. 12,9 j G,al RY {r V 3.Additional temporary bracing to insure trtabllfty during construction 2.Design assumes the top and bottom chords v be laterally braced at 7,T� i:J ��'rj_ Is the responsibility or the erector.Adtl�tlonal permanent bracing of 2'oc.and at 10'oc.respectively unless braced throughout their length by ` V DATE: 10/26/2015 the overall structure is the responsibility of the buildingdes continuous sheathingdinat such l bs plywood aired where sear) +tlrywall(SC). �, po ty designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : Ki4 8 713 8 4.No road should be applied to any component until after all bracng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any mads greater than 5.Design assumes busses are to be timed In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are fa dry condition"oruse. 5.Com Trus has no control over and assumes no re 6.Design assume.NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 pu aponslbllity for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate see of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS , TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 40 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 24 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -55/ 316V 0/ 98H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.50 " 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.005" @ 2'- 0.1" Allowed = 0.168" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads M-3x4 in the plane of the truss only. 100 o , 1 1 o 2 >C4 b * l 1-00 3-05 'PROVIDE FULL BEARING:Jts:2,4,3 I P R V l� 4/ .k, 89782PE JOB NAME : POLYGON 3410-A NH - E2 ' • Scale: 0.8495 9, I"/ WARNINGS; GENERAL NOTES, unless otherwise noted'. to. 40 Truss: E2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ""p' OREGON © �•,. and Warnings before construction commences. building component.Applicability of design parameters and proper /- (T 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. -9;9 A V11 a., G {/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al I� Al/�' :3 Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and et 10'o.c.lateral l b sty unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility 1 the building designer. continuous sheathing etches plywood aired here s ownancli+drywall(BC). �.A U t �y\ pone N o g g 3.2s Impact bridging or lateral breclllg required where shown++ 4 SEQ.: El4 8 713 9 4.NO load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are "dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling, awry. fabrication, shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 S.This design Is furnished subject to the limftallons set forth by S.Plates shall be located on both feces of truss,and placed so their center TPIA'VTCA in BCS',copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./ConopuTfus Software 7.6.7(1 L)-E 1G For basic connector plate design values see ESR-1311,ESR-1955(Mitek) Symbols Numbering System a General y Notes PLATE LOCATION AND ORIENTATION 13 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Co !Id Cause Property ■ offsets are indicated. I I (Drawings not to scale) (]o qae or Personal Injury r = Dimensions are in ft-in-sixteehths. 1� Apply plates to both sides oft Ss 1 1. A ditional stability bracing for truss system,e.g. and fully embed teeth. \ TOP CHORDS 3 diagonal or X-bracing,is always required. See SCSI. \ 2. Truss bracing must be designed by an engineer.For U'1/16" 1 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I Op bracing should be considered. I , U A � 3. Never exceed the design loading shown and never (\ � stack materials on inadequately braced trusses. 0 ° 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7` 6.7 s' designer,erection supervisor,property owner and plates 0 'As' from outside BOTTOM CHORDS al other interested parties. edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. ry'I•ce jDlates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE j nt and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO IO atigns are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. ®-sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT th-environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. less Otherwise noted,moisture content of lumber h•II not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. less expressly noted,this design is not applicable for PLATE SIZE y s-with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10. .tuber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 ge•ponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR 3282 c•mb r for dead load deflection. the length parallel to slots. 11.PI•te t'pe,size,orientation and location dimensions in•ica ed are minimum plating requirements. LATERAL BRACING LOCATION 12.1 mber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �! Indicated by symbol shown and/or SYP represents values as published s.ecified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13. •p chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. p./".•' 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI1/81 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Rfview all portions of this design(frontback,words Plate Connected Wood Truss Construction. arnd pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. jive is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013