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Plans (30) MS - 2J)17 - 0002.7 17317 i-ofe8A-- Rol touu •, Mit Milmek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-354 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: R45755177 thru R45755188 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. -\<<- 0 R�f�ss NGlNE�9 <c 2 87022PE - SAT OREGON c? ./ lb 6 8ER \\ P�y� S A. NE'`� E.,. • t./ i g" 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 ' R45755177 PL15-354_UPPER F01 FLOOR 1 1 Job Reference(optional) Peoi a Luniber 6 Truss Co,, Beaverton,Oregon . . .7.530 s.J'.il 1 f 014_MTei industries;li ic..Tue Oct 27 13:50:54 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-J81COfhJDwxCLbLMojVx_Zvm WjHeA9GkRQnxjIyPA3F 0-10-011 1-2-0 II 1-0-12 1 1 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 I I 1.5x3 I I 1.5x3 I I 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 O N 0 0 411110 Pull �o Ea 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 II 3x8 = 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 +g 3-51 I 19-6-8 I 22-11-8 I 3-6-12 5-1-9 0.7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— [2:0-1-8,Edgel,[3:0-1-8,Edge],118:0-1-8,Edgel,[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=1478/0,6-7=-1478/0,7-8=1478/0,8-9=1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=501/0,5-21=1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <<-�` D P R OF6— c;3 �NGINEF•7 X02 Q 87022PE r' 7 -j, OREGON cp u O ."P `11,1 BER \i Pr SA H , —1 EXPIRES:06/30/2017 •. October 27,2015 00 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 on Nwith MiTek®connectors.This design is based only upon parameters shown,and is for an individual building compa.nent,not a-truss.system:-Before use,.the binding designer must verify the applicability of design parameters and property incorporate this design into the overall. *111 V :..- buTding design: Bracing indieuted'is to prevent buckling of individual truss web and/or chord members only.Additional temporary ...,,,,y,,,,.,,,-, . g anc.�..mraneni biaury,�= '����r :: 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/1PI1 Quarrty 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 R45755178 PL15-354_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon . . . ...• <.-- .. 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:50:56 2015 Page 1 ID.s3crybS_6sJgM SM2 Sm_Dy9giZ-GWtypKiZIXBvbvUkv8XP3_43Xt0e5rOukG2oByPA3D F:1,0_1-0 0-N� 1 2-0,¢ � Scale=1:40.5 4x4= 2x4 II 4x4- 3x4- 3x4 - 3x4= 3x4= 3x4 - 3x4- 3x6 FP= 4x4 = 3x4= 4x4- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 / \ / N /t\ 4/,\ 4/ ! 4/\ 4/ .\ / / , , \. /\ / , •N \ 2 o_ TSLi o -e e° - a, 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= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND 3x5= I 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 11I7-0-21 I 23-9-0 I 16-5-2 b-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edge],129:0-1-8,Edge],130:0-1-8,Edde] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=-385910,7-8=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=95210,4-37=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. Rcp P R()Fe 3)Refer to girder(s)for truss to truss connections. cs' 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10c1(0.131"X 3")nails. Strongbacks to be ��j f.��]NEC� /p attached to walls at their outer ends or restrained by other means. �� "9 4 870. 2PE 7 c"c>, OREGO ti9 <v �,a ��'� �QER 1\�P `S A. HES EXPIRES:06/30/2017 October 27,2015 - o0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MII-7473 rev.10/03/2015 BEFORE USE. 11 t Design valid for use only with MTek®connectors.This design is based only upon parametersshown,and is for an individual building component,not a.0 a t^ss.system:Before use,the binding designer must verify the applicability of design parameters and properly ircorrtoratc thr desirr nt 'he n rerall L5 buiidin jesi n.Bracin indicated is to prevent bucklingof individual truss web and/or chord hiernberron Additional te-r and permanent brawn -,' M Tek is always yre uired for stabilityand to prevent collapse withpossiblepersonal injuryand roe damage. Forgeneral guidance regarding the g q p property riY gg g 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quarrfy 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 R45755179 PL15-354_UPPER F03 Floor 5 1 Job Reference(optional) " • Pacific Lumber 8 Truss Co., Beaverton,Oregon . ...-_. . -' , . . ..7.530 s jut 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:57 2015 Page 1 ID:s3crybS_GsJgMSM2Sm_Dy9giZ-kjQLOgjC WrJm D23xTs2ecBXGtwBFNZIA700cKdyPA3C 1 1-0-0 I F0-10-2 1 1 1-2-0 1 p-7-141 Scale=1:32.4 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e a a_"e IN\ 4/ N o o_" " K (72!. / \ / N /-\,.. 9 2 27 23 22 21 3x4= 4x5 = 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I 11-8-10 117-3-101 I 19-0-8 1 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- (12:0-1-8,Edge],123:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0,44 25-26 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=-1508/0,4-5=-2627/0,5-6=2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=-3726/0,10-11=-3737/0,11-12=-3737/0,12-13=3422/0, 13-14=3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=429/0,2-30=-1125/0,2-29=0/987,4-29=847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=313/0,12-25=60/615,18-20=-1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\<<- P R°F�ss �5 ��� Nf ,c 8 0 2 P E f 7 �'3j, OREGO rZc Oi/ A. HEkJS EXPIRES:06/30/2017 October 27,2015 00 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI13473 rev.10/03/2015 BEFORE USE. I Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for anindividual building component,not ,,,,,. . .,. o trusssysterm._Before use,-the.building designer must verify the applicability of design parameters and properly incorporate this design into the overall:: ..:...i,..........,..-.--- �� d# a ,,;,, " :.bcildin design.'Bracingindicated istoprevent bucklingof individual truss web and/or chord members only.Additional tem Q -. temporary and pernra��eni brac-my:.�c....a, ��� �''"' 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/Tril 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 R45755180 PL15-354_UPPER F04 FLOOR 3 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue.Oct 27 13:50:58 2015 Page 1 ID:s3crybS_6sJgMSM2 Sm_Dy9giZ-CvjE0kgH8RdgCe71 ZZt8P3VC KfG62BJM219s3yPA3B 1 0.10-0 I I 1-2-0 I I0-6-0 1 T3-131 2-6-0 I 1 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 II 3x4 = 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 • • e • e - O e e e • O 0 eO o T/ O N N 0 o e o 0 0 e 17 16 15 ' 13 12 11 10 1.5x3 11 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 3-6-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— [2:0-1-8,Edgel,[3:0-1-8,Edge],[7:0-1-8,Edgel,[8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Ina' 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=49110 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. '\cc-_ 0 P R OFJ 144 'V 8 • 2PE ff 7 �), OREGO q, ALI O os A. xE � EXPIRES:06/30/2017 October 27,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onllyy-upon parameters shown,and is for an individual building component,not . wiE ,.,„... ,.... . a truss system.Before use,the building designer must verify the appricabilityof design parameters and property incerporate.this design Into the overall building design. Bracing indicated is to prevent buckling of individual tress-Web and/or chord members ont; Additionci fe-nFxxary.dns'pem;anent bracing iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane ., Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755181 PL15-354_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 13:50:59 2015_Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-g5Y5RMkS2SaU SMDJbG46hccfFkymrQETai V PVyPA3A 1 0-10-0 ii 1-2-0 II 1-0-12 I I 2-3-1 I I 2-6-0 II 1-2-0 ii 2-3-3 Scale=1:29.7 3x4= 3x4= 3x4 = 3x4= 3x4= 1 2 3 43x8= 5 6 7 8 9 10 e e e o :uurtu :eeO ..gr 1 tA X 1�' 18 17 15 14 13 12 11 3x4 = 3x6 = 3x8= 3x6 = 3x4= I 3-6-12 I 8-8-5 I9-3-5 p-10-5I 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)- [2:0-1-8,Edge],[3:0-1-8,Edge],14:0-3-0,Edgel,[6:0-1-8,Edgei,17:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Ina YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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. '\<('Q'>..D P R QF4. 87022PE 91" • - .AT OREG N c19 .(4./ •'AOS 8ER 1'��p� A. HER . EXPIRES:06/30/2017 October 27,2015 t 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11.111.1.,!LI Design valid for use only with MiTek®connecton.This design is based only upon parameters shown,.and is for an individual building component,not �. a to ss-system:.Before use,.the building designer must verify the applicability of design parameters.and-properiy.incorporate this design into:the overall ain inbuilding.derign:.Bracing indicated is to prevent buckling of individual truss web and/or chord Members only:.Addifionai.temporaryand Permane r'rt bracincr i r. Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755182 PL15-354_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.27.13:51:00 2015 Page 1-- ': • - ID:s3crybS_6sJgMSM2Sm_D_y9giZ-8H6Tfil4pmiL4WoW8_cLEg9oj8DGawecpMEGxyyPA39 11-0-0 1 I 1-2-0 111-7-141 Scale:318"=1' 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 O r'V / \ / N/ '< N:/ NO/Q ���� V / \- or o s 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 11-11-11 I 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- [12:0-1-8,Edgej,f23:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1480/0,3-4=-1480/0,4-5=2571/0,5-6=2571/0,6-7=-3284/0,7-8=3284/0, 8-9=-3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=294/0,11-25=265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<CNN PR OFFss N �C?'5 AG NE- .• /0 6) ' 870 2PE �1' - A)/>, OR EG N ti(2'O<U �0c� tiiSEF ' N. \-\ A. HECk EXPIRES:06/30/2017 October 27,2015 NEEI NEsmmwom - WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. *.111 �,a Design valid for use only with MiTek®connectors:.i his 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 appf cab Sty of design paramet .and properiy.incorperate this design into the overall Ma building design. Bracing indicated is to prevent buckling of individual:ts•web:and/or•chotd rr+emt>ersor'ty::Additiom nalteporary and permanent bracing MiTek* ivs 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,056-89 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 R45755183 PL15-354_UPPER F08 FLOOR 7 1 __ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon .• 7.530 s Jul 11 2014 MTek Industries,Inc.Tee Oct 27 13:51:00 2015 Page 1._ ID:s3crybS_6sJgMSM2Sm_Dy9giZ-8H6Tfi14pmiL4WoW8_cLEg9ok8JOas4cpMEGxyyPA39 2-3-0 I 2-3-0 1?-5-9 I 1-2-0 I I 1-9-11 I 2-6-0 I8-0 I Scale=1:34.2 1.5x3 H I 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 3x4 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e e �:a e o _ :. _ e N . 117 1,.- o • be 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8 = 3x5= 3x5= I 16-2-4 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)- [4:0-1-8,Edge],[15:0-1--8,Edge] 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 Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-119010,7-8=-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=-186710,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462188 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. "\��ED P R OFFS c;2 ,,,.. F'7 �S,�2 87022PE /' -9r "0/), OREGO <[i �,�0 4BER -\-. „ SA. Her` EXPIRES:06/30/2017 October 27,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. W$Ilpir • -• Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • __'CC a truss system.Before use,the building designer must verify the applicability of design.parame±ersssndproperlyincorporate this desi n into.the overall �rJY building design. Bracing indicated is to to prevent buckling of individual truss web and/ochoid`iimio ieers only.Ao; dditicl temporary g nd'perrnanent bracing disk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755184 PL15-354_UPPER F09 Floor 2 1 Job Reference(optional) • Pacific-Lumber&Truss Co., Beaverton,Oregon ' -`•" -'.'• • '-... 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue,Oct 27 13,51:01.2(115'Pagel ' '.- ID:s3crybS_6sJgMSM2Sm_D_y9giZ-cUgrs2mia3gChgNiih7am1 hylYZHJNnm20_pTOyPA38 1 1-0-0 I 1 0-9-2 H i 1-2-0 10-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 _ e y . a �. a no�. a vo e o� "N � � N /_ f\;/ \ / `00 0 3 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5= 3x4= 3x5 = 4x5= 3x4 = 12-9-10 I 11-7-10 12-2-101 I 18-11-8 1 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[23:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 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 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1500/0,34=-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�Ep P R cress c�5 ANG I N kF'V %� � 87022PE �v" I ,. r N ry. , 5. <c, OREGON ti�O4N 0 BER \\ per q. HET- EXPIRES:06/30/2017 October 27,2015 6 9 o® WARNING-Verify design'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I4.:.- se' 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,- ,d the buldingesigner.-must.venfy the:appl cavi ty of.,design parameters and property incorporate this design into the overall y� E� er8� building design. Bracing indicated is'taprevent:buckling:of indiVrdual m •a its,webnd/orchc rnembers only.Additional temporary and permanent bracing !{ ---,,,,,,,,, ,:,-----,4,,,'-';;'7'''''''''''. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 77777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crtlerid;OSB-89 and BCSI Building Component 77 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 R45755185 PL15-354_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon : ,- :_ _ .. . 7.530 s Jul 11 2014 MTek Industries,Inc.Tue.Oct 2793:51:02 2015,Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-4gEE3OnKLNy3JgyuGPepJFEEKx4H2x6vGgjNOgyPA3/ 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 o e a e e e .O _/- ° e e 1.5x3 II 1.5x3 II 8 ♦ 7 6 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— [2:0-1-8,Edgej,(3:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL. 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/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(lb)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. ,s.c. 0 PRQf .ss N� ,�GINE�c9 /02� 87022PE u) ...,. ,� ti -yS OREGON tiQ' 90 F/�8 R \..\• 4Q A. HES EXPIRES:06/30/2017 October 27,2015 od ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ?-k—C1-1 K Design valid for use only with MiTeka®connectors:This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the apps nlbi ity:of design pa ameteroand properly:incorporate this design into the overall ATLI . building design. Bracing indicated is to preventbucklir,g-ot-indvict.ai t.iss oveb"ar:drer-chor&r_rr,bers orily::'Additional temporary and permanent bracing MiTek' .. ` ..__ r -,,•^>= is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 QuaBty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755186 PL15-354_UPPER F11 FLOOR GIRDER 1 1 1 Job Reference(optional) Pacific.Lumber&Truss Co., ' 'Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc..Tue Oct 27 13:51:03 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_D,y9giZ-ZsocHkoy6h4wx_X5g692rSn G?LDtnBy2VKTwYHyPA36 10-10-0 I I 1-2-0 ii 1-0-12 I I 1-0-0 I o- d i 1-2-0 1 1 0-11-3 I Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 5x6 =- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 /, N-,/, N 4o•of _ (4,' V c. _Nsw. / N, / N4. / _ F., NIP O- O O _ O O O O - t�f 3 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = I t-1-0 101:7%0 1?-3-0 1 3 6 12 1 8-8-5 p-3-5?-10.51 19-6-8 1 1-1-0 0-7-0 1-3-12 5-1-9 7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edge],[3:0-1-8,Edge],[9:0-1-8,Edge],110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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 ,k1, ,3 PR OFF be attached to walls at their outer ends or restrained by other means. $ rs 5)CAUTION,Do not erect truss backwards. �C9� NG[NEAR s/� 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? ?ice The design/selection of such connection device(s)is the responsibility of others. 87022P E 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=1.00t� rN Uniform Loads (pry5, OREG•N p.,'V11,1 20-32=-8,1-19=80 �,p >'� .Concentrated Loads(Ib) 1'� - O BER P Vert:17=791(F) `S A A. -HVO EXPIRES:06/30/2017 October 27,2015 P . OG WARNING,-:Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Desigr.vatd.tor use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not y g g nfy pp I ty.;of design parameters and properly incorporate this design into the overall a truss stem.$efore use, designer must:ve' the licabi t p'g A�, building.design:.-3racing indicated is rio'prevent.buckling of individual truss:.web-and/or chord members only.Additional temporary and permanent bracing :: `` i eks -------- . 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/1P11 Quarrty 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 R45755187 PL15-354_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co.:.....Beaverton,0,,,igor, • 7.530 s Jul 11 2014.MfTek lndrrstries„Inc.Tue.Or,L27-13:5 :OS2G15'_fage 1. ID:s3crybS_6sJgMSM2Sm_Dy9giZ-13L_U4obt_CnY76HNgghlOgJ i JIdIWioCk_CT4jyPA35 al' 1 1-2-0 II 1-0-12 1 1 2-6-0 I 2-4-9 ii 1-2-0 ii 1-9-7 1 Scale=1:34.0 1.5x3 I 13x4 = 3x4 = 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 3 4 5 6 7 8 9 10 11 a e iH e 4110.17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = 1 3-6-12 I 8-8-53-5 -10-51 19 -6-4 I 3-6-12 5-1-9 �7-0 0-7-0 9-7-15 Plate Offsets(X,Y)- 12:0-1-8,Edge],[3:0-1-8,Edgel,114:0-1-8,Edgel,[15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Uplift19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=2148/0 BOT CHORD 18-19=-294/18,17-18=294/18,16-17=294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=345/0,2-19=27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. PROFF '<c\kG Ss� F i� ,-.1. . 2 � 870. 2PE ,c- 'cn 7 -$, OREGON eP AU .O0 41BER \\ P� A. H'ECk EXPIRES:06/30/2017 . October 27,2015 6dansamonsusr �. ®WARNING-Verify design-parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERANCE PAGE MII-7473 rev.90/03/2015 BEFORE USE. r* ,; -E:.• • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • 4. a truss system.Before use;the building designer must verify the,applicnb ay,of designparameters and property incorporate this design into the overall building design. bracing iadi r;ted isto'prevent bucklino of.idL ichor r c web and/or chord members only.Additional temporary and permanent bracing IV ��t+ ...-:-;.--:i-,,,,,, .yq(._.-:, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755188 PL15-354_UPPER F13 FLOOR 1 1 Job Reference(optional) Pactix Lumber&Truss Co. .•Beaverton,Oregon 7.530 s Jul 11 2014;MiTek-Inrlustries,.Inc.Tue Oct 27 13:51:05 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_0_y9giZ-VFvMiPpDdIKeAHgTxXBWxtskh966F1?Lzey1 c9yPA34 3x4 = 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 0 N 1111 NM III • mr r r row! . FII 1.5x3 II 1.5x3 II 8 '/ 7 6 5 3x4= 3x4 = I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edgel,[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/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. � OP -R 6'6) cc 870 2PE - A, OREGO 29 �,o 441 `p�'�SM8ER 1\gyp. A. HEk EXPIRES:06/30/2017 October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . - .,:a;buss system.:Befcre.use;.the building designer mustrverify the applicability of design parameters and properly incorporate this design into theoverall .,,,,,,,-.:•,.--,.•-.....-:,-,,WriEl...,. •. .....,••,..._,.,•.. - builog; indesi n:Bras,in indicated into preventbUckling.of individual truss web and/or chord members only.Additional temporary temp ra andem'cnent brace i, '~ , r is always required for stabilityand to prevent collapse with possible personal injuryand property Ydamn e. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till 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 Symbols Numbering tem A General SafetyNotes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) , offsets are indicated. Damage or Personal Injury r = Dimensions are in ft-in-sixteenths. ��lie 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 �� ci-2 C2-3 2. Truss bracing must be designed by an engineer.For ®-/16 4 wide truss spacing,individual lateral braces themselves WEBS co, may require bracing,or alternative Tor 2 0, � ,. 7 p bracing should be considered. O U 3 spl 3 O U �b = 3. Never exceed the design loading shown and never - ' —11-g.14%, iii s� u U stack materials on inadequately braced trusses. a. 4. Provide copies of this truss design to the building C7-8 C6-7 c5-b For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1i1d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each , This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that eIndicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at • output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing of 10 ft.spacing, 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 MiTekO All Rights Reserved approval of an engineer. U, •V reaction section indicates joint ;__ number where bearings occur. 17.Install and load vertically unless indicated otherwise. _--� Min size shown is for crushing only. I 11.,......JI—`- 18.Use of green or treated lumber may pose unacceptable , 11.2.7"."2,11 r—V--5 environmental,health or performance risks.Consult with < :r project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal non 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. - MI and pictures)before use.Reviewing pictures alone is not sufficient. DS6-89: Design Standard for Bracing. e o BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mi MiTek7 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. v,,tiD P R ?F�c6, 0AG l �S,0 89782PE 9' OREGON o ,,rr- PAUL ,: 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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"0C. UON. . LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD = 42.0 PSF 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. 4-03 4-03 T T T 12 IIM-4x4 1z 14.00 7 2 7 14.00 0 Ssssssss\ DESIGN ASSUMES SHEATHING TO ONE FACE. 0 I p 1 p 1 I ` IIIIM iiiIAIMEiiiiiiiMMM/W/MMOOiiiiiiiMMAKiiffmilii. 4 5 y y y ',e10-:.) pO c 1-00 8-06 1-00 �� •- - 6S` .ON G1N' �0w 89782PE JOE NAME : POLYGON 3410-A NH - Al / \'/l Scale: 0.3929 !,r /' `• - WARNINGS: GENERAL NOTES, unless otherwise noted: r (�anr ) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual \ J --OREGON ©': Aland Warnings before construction commences. building component,Applicability of design parameters and proper �A4 Truss: 2.2x4 compression web bracing must be Installed where shaven t. Incorporation of component Is the responsibility of the building designer. -9;41,H•. `,(J,Q 4',• � • '�{ 3.Addltlanal lemparery bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et ' •.-9i(� '- r R , Is the responsibility of the erector.Additional permanent bracing of 2'n.c,and at 10'o.c.respectively unless braced throughout their length by ,� ----` continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). q tj t ► „ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown.... } L. SEQ. : K 1 4 8 7 1 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. V 11 �+ 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXP 1 RES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessa, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ber 26 262015 6.This design Is furnished subject to the limhatIons set forth by 8.Plates shall be located on both faces of truss,and placed so their center Octl r TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with jolnt center linea. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.)CompuTrus Software 7.6.7(1 )-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,4 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) 91 1-6=1 -53) 156 WEBS: 2x9 KDDF STAND 3-4=1 -6) 146 6-2=1 -66) 99 LOADING 6-3=1 -73) 153 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.01+51( 7.0) ON TOP CHORD = 32.0 POE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ 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 PSF 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 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 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" 1' '1 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" 12 12 M-4x6 14.00 7 N 14.00 Design conforms to main windforce-resisting 2 4'O,r system and components and cladding criteria. Ahl ill Wind: 140 mph, h=22.4ft, 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, It Truss designed for wind loads in the plane of the truss only. M-3x9 441e, 111 ir M-3x9 • of• Q� 0 T G� Y i 5►s 6 ...1limiiimminammimiimmiI M-1.5x3 M-3x8 M-1.5x3 y y y 3-03 9-03 7-06 1-00 �4 J•, 89782PE r- t JOB NAME : POLYGON 3410-A NH - A2 .e► ...do` Scale: 0.3413 WARNINGS: GENERAL NOTES, unless otherwise noted: f) 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameter.shown and Is for an Individual O R EG O1 V�y ' Truss: A2 end Warnings before construction commences. building component.Applicability of design parameters and proper • a �j/// VO �" ' 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. \ .:/f Y G�� •. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced et ///�+++ RV J• i.`, ,' Is the responsibility of the erector,Additional permanent bracing of 2'o.c,and et 10'o.c.respectively unless braced throughout their length by ., V continuous sheathing such as bracing .heath mere)and/or drywall(BC). '-DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.Na Impact bridging or lateral bracing required where shown++ (VU.L.L SEQ.: Ki4 8 712 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAIU S I D• LINK design bads be applied to any component, and are for"dry condition"of use. 1/ ry c 12/31/2016 f y r]q r�/'� �+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assures Nil bearing at all supports shown.Shim or wedge if EXPIRES: 1 2/3 1/2016 necessa, fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. October 26 201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center u r TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. hes. MiTek USA,Inc./Com uTrusSoftware7.6.7(1L E 10.Digitsindicateecoof platae ignval P )' For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x9 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) 8 7-4=(-197) 189 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF . BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF 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) 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 3-04-04 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1 ,( ,r MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 3 5 s M-1. xMAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 77 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.938" M-3x5 , HORIZ. LL DEFL = -0.001" @ 7'- 2.5" 1 MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" JP` M-1.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. ♦1 Wind: 140 mph, h=24.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Only left end vertical is exposed to wind, 3 Truss designed for wind loads f in the plane of the truss only. SI Lr, M-2.5x9 or equal at non-structural diagonal inlets. 0 I Truss designed for 9x2 outlookers. 2x9 let-ins 0 ,-1 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x3 /r r Q, 1 1 l 1 t wr o0 nw 6._.. .z, M-3x4 M-3x4 y ).J. ,:4„..-«.,_�i PR._"SS 1-00 7-06 0-03 [^J`., GI� a9 ‘;s_ '1, `;' 89782PE ' JOB NAME : POLYGON 3410-A NH A3 Scale: 0.2889 f l WARNINGS: GENERAL NOTES, unless otherwise noted: (/ {'� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual /J w _�t-y E. �N �� ,, Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper . 7'' 17,1/ j. ,� 2 Incorporation of component Is the responsibility of the building designer. [J • L'• 2.2x4 compression web bracing must be Installed where shown+. p pO spo ty 9 9 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et !/��+f,,, 2'o.c,and et 10'o.c.respectively unless braced throughout their length by +!{ -- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • PA ik\. DATE• 10/26/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I y.iii- SEQ.: K 14 8 712 4 4,Na 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 end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition'of use. J+� J!� { 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXP I RES: 1 2/3 /20[6 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 of truss,and placed so their center l L r L TPVWTCA In 8051,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.ESR-1988(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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x9 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) 8 7-4=(-147) 184 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0(+DL{ 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 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/ 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. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 4-01-12 3-04-04 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" '1' 1' ' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 M-1.5x3 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" 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,e, MWFRS(Dir), M-3x4 load duration factor=l.6, 3 Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. I 0 I 0 .-t M-1.5x3 i co 0 1 00 00 T M-3x4 M-3x4 0O PROi y1-00, 7=06 0=03 itoK tAG{IV t•c4C7 • -;' :9782PE c' JOB NAME : POLYGON 3410-A NH - A4 _,a,,jr► . Scale: 0.2951 AM WARNINGS: GENERAL NOTES, unless otherwise noted: 1,(✓ . //''��N 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 ..0 R EG 0.! .,. Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper / (y- • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -V.A... f1 C/A yy ., 1 IC V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et 77x'1 j`( _1 J ,/ Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10•o.c.respectcly unless braced throughout their length by 'F. --- l • continuous sheathing such as plywood )and/or drywali(BC). LN �t �`• DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ / 6.... S EQ. : K 14 8 712 5 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use, n r� /r� q�* 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 2/t7 1/GO.[6. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26VV+ 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located en both faces of truss,and placed so their center October ,201 �I t TPIIVVICA in BCSI,copies of which Will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-6 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 14'— 9.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 3x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2/4 KDDF #16BTR 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIF 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 T T 12 I I M-4x4 12 14.00 7 AL 14.00 • U U M-3x9 M-3x4 ,• PRpcSs • 1-00 14-09 1-00 .�� G1N I9 /� 89782PE JOB NAME : POLYGON 3410-A NH - B1 Scale: 0.2919 WARNINGS: GENERAL NOTES, unless otherwise noted: C. �4),' 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and Is for an Individual OR E�-1.ON ' Truss: uB 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �/�� � �`"- 2.2x4 compression web bracing must be Installed where shown s. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et i('1 Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ---- `� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). )/�._lJ t - �` DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r1 L. SEQ. : K 14 8 712 6 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 than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design Wads be applied to any component. and are for"dry condition"of use. �/ r p 12/31/2016 r Jr�q Jry/ {�+ 5.CorepuTrue has no control over and assumes no responsibility for the C.Design assumes full bearing at all supports shown.Shim or wedge If EX P IR ES: 1 2/3 1/20€6 necessary. fabrication,handling,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 fodh by 8.Plates shall be located on both faces of truss,and placed so their center l IJ L lJ,G V TN/WI-CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6,6(1 L)-E W.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) 66 2- 8=(-73) 426 3- 6=(-235) 254 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-620) 167 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"0C. UON. - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-620) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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" @ -1'- 0.0" Allowed = 0.100" 7-04-08 7-04-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T I 'f 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 I I 3-07-12 3-07-12 3-08-12 MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" '1' I I ' '1 MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.439" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 14'- 3.5" 14.00 7 7\114.00 MAX HORIZ. TL DEFL = 0.007" @ 14'- 3.5" q 4.0" P! j Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=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 ee • 0 0 7' u1 M�i� �.y O r B O I M-3x4 M-3x8 M-3x4 cv 7-04-08 7-04-08 '� [) y - (- (9 -. ; y y ; 1-00 14-09 1-00 C2 .Ct--' 8.782P E r- JOB NAME : POLYGON 3410-A NH - B2 Scale: 0.2539 a WARNINGS: GENERAL NOTES, unless otherwise noted: Gi' ,y^''� /''� �<rj.,. f 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 `'7 ..C)P:EG ON �y, ,, ' Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��J, I') 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,C/�y,, ., r r+'; ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced et j"•� J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by "T �1� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q/�U `. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+0 i l. .L: SEQ. : K 14 8 712 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition"of use. ry/r�q/ry�ry{�+ 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2 3'4!:2 0[6 necessary. G20 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26 1 5 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center , l/ TPIANTCA 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 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-09-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1344 1- 6=(-834) 3572 1- 2=(-6010) 1349 9- 8=( -624) 2930 BC: 2x6 KDDF #16,,BTR 2- 3=(-3954) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 9- 5=(-6010) 1399 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) 1349 8- 5=(-750) 3572 7- 3=(-1454) 5668 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 9.0" V 7- 9=(-1718) 520 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 467.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORN 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" -1947/ 6414V -228/ 228H 5.50" 10.26 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 14'- 9.0" =1997/ 6414V 0/ OH 5.50" 10.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR OI PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc 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'- 9.5" Allowed = 0.692" MAX TL CREEP DEFL = -0.071" @ 7'- 9.5" Allowed = 0.922" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5" f f 1' MAX HORIZ. TL DEFL = 0.020" @ 14'- 3.5" 3-10-08 3-06 3-04-04 4-00-04 '( 1' T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 14.00 714.00 4.0" Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), aiload duration factor=1.6, Pp1 Truss designed for wind loads in the plane of the truss only. M-4x.12 M-9x12 2 4 4I15X1 1-',f- Vid11111MRSOINIIMIIMIIIIIIIIIIIL-110 . o-• 1.." 6 ,, 7 8 o M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 0 3-10-08 3-06 3-06 3-10-08 4t PRQ . y 14-09 y � �C 11V �.�S•(),• -Ct`,' .89782 P E ,,1,,. , JOB NAME : POLYGON 3410-A NH - B3 ' Scale: 0.2641 ll;. � I , WARNINGS: GENERAL NOTES, unless otherwise noted: (✓�y 4),. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual J? OREGON �y�' ' Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper • �j'/ �� �"- 2.2x4 compression web bracing mull be Installed where shown.. DesIg Incorporation a component Is the m chords responsibility of the building designer. , .,. . ,.. - ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced et 7 . • , Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood ing(TC)and/or drywall(BC). �J��i .� DATE: 10/26/2015 the overall structure Is the responsibility of the budding designer. 3.2K Impact bridging or lateral bracing required where shown** J S 1.. SEQ.: K 14 8 712 8 4.No load should be applied to any component until after ad bracing and 4.Installation of truss Is the responsibility of the respective contractor. .-_. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/20 16 necessary, OIer fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, OCI,, ` 262015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L t TPI/WTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center linea. 9.Digits Indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.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. l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.9ft, 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 = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 19-08-08 19-08-08 TT '1 13-01-12 6-06-12 6-06-12 13-01-12 T T T 10 '1 12 IIM-4x4 12 7.00 F77 3 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP NN 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 44 CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE • MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. o m :,' I. 4" 0 7 I 0 M-3x5(S) o M-3x4 M-3x4 k y Q P.R <� ss19-o8-08 19-08-08 GONr ),--,1* N• , • ° 1-00 39-05 .4i ' 1-00 .: ' .8.7'g2PE JOB NAME : POLYGON 3410-A NH - Cl ' • Scale: 0.2151 j �'• - WARNINGS: GENERAL NOTES, unless otherwise noted: '(._..e,ry ,fy�''��[[�� �'"�(� • "•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 for an individual J- :OR•EGON EGO• N �".'' Truss: 01 and WarnIngs before construction commences, building component.Applicability of design parameters and proper 'J// fSQ T 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the budding designer. '..�f1 '-C_A fiy'`tG ,. `,'�; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ 7 "1 —`J '�C.eV. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10•c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p}1 1 F l DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 1"�L,/1•» 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. SEQ. K 1 4 8 7 12 9 fasteners are complete and at no time should any.loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. design loads be applied to any component, and are for"dry condition"of use. r�/ [�, 12/31/2016 TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and Installation of components. 7,Design assumes adequate drainage Is provided, October c•1G r'f01 G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l u L V,L I J TPWVTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-198B(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2655) 548 10-11=(-230) 1927 10- 9=( -39) 557 WEBS: 2x4 KDDF STAND 3- 4=(-2398) 545 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. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1698) 498 11- 6=(-745) 284 BC LATERAL SUPPORT <= 12"OC. DON. 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 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ DH 5.50" 2.83 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @ 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' f 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. 'f T T ' T T T 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 00 M-4x6 Q 7 00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 .hfin the plane of the truss only. M-5x6(5) \1 M-5x6(5) • 0.25" 0.25" 4/0/11/1#11111111/' 6 �v, Ye • Aillibithiii...7M-1.5x3 M-1.5x3 3 / i-11 .+ . ,iiiiiiiii. O • O �i 1' I -3x6 M-3x4 25" M-3x9 M-3x6+`\ ' � p PRp�r�h M-5x8(5) ' • V 10-01-01 9-07-07 9-07-07 10-01-01 GIN ,., ; l y y 4 p �► 1-00 39-05 1-00 87v2PE C' JOB NAME : POLYGON 3410-A NH - C2 ,.,ter!. . Scale: 0.1401 rt /'�/� f,,, WARNINGS: GENERAL NOTES, unless otherwise noted: (_az OREGON �4) 1.Builder and erection contractor should be advised of all General Notes 1.Thle design is based only upon the parameters shown and Is for an Individual ,�y O " Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper f,, 1/ r (}v 2.2x4 compression web bracing must be Installed where ahoon r. incorporation of component Is the responsibility of the building designer. :.,(y ('z4 { V-, 1 2 Design Resumes the top and bottom chorda to be laterally braced at 7 '^f Ab'. �(j_`. ' • 3.Additional temporary bracing to Insure stability during construction .� �.1`✓ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by _ - `j continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). r-ig,/�U t ,, DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown r r -AUL. SEQ. : K14 8 713 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads 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 and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. EN bar 26 201 5 8.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed se their center t U , TPVWICA In 805),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 7.6.6(1 )-E 11.For basic connector plate design values see EBR-1311,ESR-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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1,(1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -84) 664 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4596) 859 11-12=(-619) 3449 3-12=(-99D) 280 16- 8=(-340) 247 WEBS: 2x4 KDDF STAND 3- 4=(-2929) 569 12-13=(-36D) 2470 12- 4=( 0) 365 LOADING 4- 5=(-2366) 551 14-15=) -10) 75 4-13=(-612) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' 5- 6=(-2404) 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 14-13=( 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 PSF Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE 5Q.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) ICONS. 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 = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" 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" 8 40'- 5.0" Allowed = 0.133" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 MAX HORIZ. LL DEFL = 0.101" @ 38'- 11.5" 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 ,(-( Y! M-5x6(S) Wind: 140 mph, h=24.9ft, 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. s `` M-5x6(5) 0.25" 4 \ ,,M1.5x3 M-3x6 3 ui M-3x8 T 4 +�11 12 13 ee •- +Y\p a, xM-3x4 0 14 15 16 M-58 1 I M-6x8 0.25" M-3x4 M-3x6 I o o oa 3.75 M-1.5x3 M-6x8(5) y12 y 1' y y y �;0) PRQ4 2-05-08 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 ' � .� y y y � . 1 �. 1-0�-05-08 10-06 26-05-08 1-00 .\ �/. 39-054t. 89782PE JOB NAME : POLYGON 3410-A NH - C3 -/:. ..,...... ''<, ''M"°'. . Scale: 0.1400• /,,, WARNINGS: GENERAL NOTES, unless otherwise noted t.='_ ,r'�[ (�(�4 X40,'� 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 '�A O Fl EiG O N'i per,, Truss: C3 and Wamings before construction commences. building component.Applicability of design parameters and proper \ `j/ t)� ry Y 2,2x4 compreeelon web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer, .r[T9 C/ ly ,; 1 _t✓' 'S�'* • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al /"(- j 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheeth:ng(TC)and/or drywall(BC). ,sAa I t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ P 1 U.L �\ p e g e q 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor, SEQ. : El4 8 7131 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 bads be applied to any component. and are for"dry condition"of use. �/ �± TRANS.I D: LINK 6.Design assumes full bearing at ail supports shovm.Shim or wedge if EXPIRES:. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'October 2G 01 C 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l LI V r J • - TPIANTCA in 61St,copies of which will be furnlshed upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ES R•1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-751) 3890 10- 3=(-192) 1297 19- 7=(-732) 286 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4597) 893 10-11=(-672) 3937 3-11=(-987) 293 7-15=(-101) 670 WEBS: 2x9 KDDF STAND 3- 4=(-2930) 569 11-12=(-384) 2968 11- 4=) 0) 365 15- B=(-345) 264 LOADING 4- 5=(-2366) 551 13-14=( -10) 75 4-12=(-611) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2405) 717 14-15=(-224) 1732 5-12=(-431) 295 BC LATERAL SUPPORT <= 12"0C. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=( O) 94 TOTAL LOAD = 92.0 PSF 7- 8=(-2919) 589 12-19=1-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 564 12- 6=(-390) 1177 LL = 25 PSF Ground Snow (Pg) 19- 6=1-131) 774 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.9" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.9" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-08-08 19-08-08 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 2-09 ♦ 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 '' "I '' 'I' '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: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ' load duration factor=1.6, • 41,! M-5X6(5) Truss designed for wind loads in the plane of the truss only. 0.25" M-1.5x3 ISSSS447 5 w. M-5x6(5) 0.25" y 1111111111110p,M-1.5x3 M-3x6 o M-3x8 co o ..�1J 11 129 WI 1 1 M-5x8 M-3x4 c of of M-6x8 04.25" M-3x4 M-3x6 *� ot 0 0 0 M-1.5x3 a 3.75 M-6X8(S) 12 •I' y y y y y )" ",c1,‘0O r:R OFe 05-0y 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 ' <w , G •S 9, y ' Ir "Ty • 1-0-05-08 10-06 26-05-08 i. , "9782PE JOB NAME : POLYGON 3410-A NH - C4 ✓✓ - ,�..- • . Scale: 0.1330 r' \ /r�% WARNINGS: GENERAL NOTES, unless otherwise noted: ,(.=a . /,,,. 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 -�.y•'\ ...OREGON c / ' Truss: C 4 and Warnings before construction commences. balding component.Applicability of design parameters and proper ( 1// •y1, ' 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component Is the responsibility of the building designer. _.gyp `,(/4 �; • 1! l' 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V • is the responsibility of the erector.Additional permanent bracing of 2'a.c.end al 10'o.c.respectively unless braced throughout their length by -6-1.. -- ♦ Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/'5 t ;k. DATE: 10/26/2015 the overall structure is the responsibility of the balding designer. 3,2x Impact bridging or lateral bradng required where shown a a J"1 L SEQ.: K 14 8 713 2 4.Na load should be applied to any component until after all bradng and 4.Installation of Puss 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, T RAN S I D' LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if necessary. y EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 262015 6.Thla design is furnishedsubled to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center r TPIANTCA In BCSI.copies or which WII be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 18.For basic connector plate design values see ESR-1311.ESR-1988(Mack) 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=(-391) 2311 3- 9=(-291) 218 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2656) 548 9-10=(-243) 1920 9- 4=( -39) 557 WEBS: 2x4 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 POE 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 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS 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/ 2739 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 l' 'r 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 T T T f f 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . 7.00 17. ' 7.00 load duration factor=1.6, 9.0" Truss designed for wind loads 5 ,f.,( in the plane of the truss only. • M-5x6(5) `1 M-5x6(5) 17°°°° 0.25" 0.25" ��. if, 4111\11000„. M-1.5x3 M-1.5x3 31/\ +. / ,n . N 0 0 1 1 ar; WM i 'o I M-3x6 • M-3x4 U.25" M-3x4 M-3x6 .-'13PR M-5x8(5) . �o) PRQfifisS y • >y y y y ;�' NG,N E '�O y y 10-01-01 9-07-07 9-07-07 10-01-01 y 1-0.0 ..• 39-05 ' 89782PE r' • JOB NAME : POLYGON 3410-A NH - C5 „or :.ertllr► Scale: 0.1580 WARNINGS: GENERAL NOTES, unless otherwise noted: C/ • 40,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '7 .OREGON X • T r u s's: C 5 and Warnings before construction commences. building component.Applicability of design parameters and proper . 2.2t4 compression web bracing must be Installed where shorn+, Inwrpo ration of component Is the responsibility of the building designer. C/.AA f= , 2 Design assumes the top and bottom chords to be laterally braced at 'f `� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10 o.c,respectively unless braced throughout their length by it -- ` V . Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -1 /1i fy �'' DATE • 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I 1 L S E Ki4 8 713 3 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 4 >'. fasteners ere complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component, end are far"dry candltlos'of use. 5.Campalrue hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. EXPIRES: 12/311201 f fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided, October 26 2615 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 r 2 2 0 V TP VWTCA In BC51,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 7.6.6(1 L)-E 10,For basic connector plate design value.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 9WR/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: 2x9 KDDF Hl&BTR SPACED 29.0" O.C. 2- 3=(-2610) 540 11-12=(-225) 1889 11- 9=( -90) 558 WEBS: 2x4 KDDF STAND 3- 4=(-2352) 537 12-13=(-228) 1733 4-12=( -745) 285 LOADING 4- 5=(-1652) 489 13- 9=(-339) 1892 12- 5=( -307) 1274 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1658) 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- 6=(-2334) 507 13- 7=( -134) 166 LETINS: 0-00-00 3-00-00 • 8- 9=( -24) 298 8- 9=(-2661) 509 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1745V -274/ 274H 5.50" 2.79 KDDF ( 625) 38'- 10.0" -269/ 1745V 0/ OH 5.50" 2.79 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.158" @ 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" 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" T T T 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 f. r 1" 'l' 'f 1 '' '1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-4x6 '7:17.00 Wind: 190 mph, h=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 'frl' load duration factor=l.6, End vertical(s) are exposed to wind, M-5X6(5) 3Truss designed for wind loads 1 M-5X8(S) in the plane of the truss only. 0.25" 0.25" 4 +1 M-1.5x3 11\11100,M-1.5x3 3 ,+ +. 14-3x6 ,.,-) \ / . '9 l I I M-3x6 M-3x4 0.25" M-3x4 M-4x6 0 M-5x8(5) 0 PRQ-F k 1, >y y <p' . "BGGINfi ,;:b..,. 10-01-01 9-07-07 9-07-07 9-06-01 , C, , -'T 1-00 38-10 1-00 t' ` 89782PEc" JOB NAME : POLYGON 3410-A NH - C6 ,r . Scale: 0.1432 . ,,,, WARNINGS: GENERAL NOTES, unless otherwise noted: (/ t •. �,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual \ "' f�.OREGON• y �• • •Trus 6 and Warnings before construction commences. building component.Applicability of design parameters and proper fI. •p'(y. 2,2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. „ �O �r" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et '-� `."+.ii y A 5 . � 2'o.c.end at 10'o.c.respectively unless braced throughout their length by • 'ri -• •\I V ' is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)andlor drywell(BC), l �.-AUL 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*+ A f,J L. SEQ. : K 14 8 713 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. _ - fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use, 12/3'1/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: necessa, fabrication.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 shag be located on both faces of truss,and placed so their center l ,L TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc,/CompuTrus Software 7.6.7(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 36'– 10.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" o.C. Design conforms to main windforce–resisting system and components and cladding criteria. • TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.9ft, 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 PSF load duration factor=1.6, Unbalancedlive loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PDF 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 T 13-01-12 6-06-12 6-06-12 12-06-12 T T T T T 12 I IM-4x4 12 7.00 3 ' 7.00 1111 M-3x5(5) M-3x5(5) in of 1:10,04 .� KM `t► 04 Jo O7 5 I o M-3x5(5) o M-3x4 -• D PRpp s . 19-08-08 19-01-08 1-00 38-10 1L1-00 C ' .89782 P E • r- JOB NAME : POLYGON 3410-A NH - C7 ' - �4• - • Scale: 0.2057 - • • WARNINGS: GENERAL NOTES, unless otherwise noted: C..' 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based shy upon the parameters shown and Is for an Individual .i.OREGON ''a Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper f (y 2.244 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer, ..tyI _ i+'' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 77 ' 2'o.c.end at 10'o.c.respectively unless braced throughout their length by � '— `� ' / Is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC), t��-ttt / t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ / ,4 U L SEQ.: Ki4 8 713 5 4.No load should be applied to any component until arta,all bracing and 4,Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusties are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 12/31/2016±� Jt�/ �+ 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/t7 I'G l.�1 V. necessary. ' fabrication.handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. October r3G 2O 1 C 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed se their center G V r I J TPIPQVTCA In BC51,copies o1 which will be furnished upon request, lines coincide with Joint center lines. 0.DIP,Indicate size or plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)_E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 DF 2900F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 2-5=(-27) 30 3-5=(-120) 106 BC: 2x4 DF 2900F SPACED 24.0" 0.0. 2-3=(-59) 91 WEBS: 2x9 DF 24000. 3-9=( -8) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSE 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) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.29 IF ( 670) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical.•members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-08-04 0-03-12 MAX TC 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" 9.50 C7 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -! load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c, 1 1111111111111111111111111111111111111111111111:11:21111115 M-3x9 M-1.5x3 3-08-04 0-03-12 1-00 9-00 IQs • ,c PROSs GIN 6.• . • `,' .89782P E JOB NAME : POLYGON 3410-A NH - Dl Scale: 0.6177 .0:4(1\.7 f --- WARNINGS: GENERAL NOTES, unless otherwise noted: V40 "7 OREGON t,Budder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual N -• _ y Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper f (y© M 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 1,5y 9 �, L' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,5 1110k` 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + -- ♦ � Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 1 t 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. A.�.L+. SEQ.: K 14 8 713 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component, and are for"dry condition"of use. • 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 . 5.CompuTrua has no control over and assumes no responsibility for the necesaery. fabrication,handling,shipment and installation of component.. 7.Design assumes adequate drainage Is provided. October LnCV2O 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l L8 , TPUWTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc.lCompuTrus Software 7.6.7(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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2900F LOAD DURATION INCREASE = 1.15 1-2=( 0) 90 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 = 92.0 PSF 0'- 0.0" -65/ 333V 0/ 570 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4.50 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 HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 190 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, I Truss designed for wind loads rn in the plane of the truss only. 0 c ,_ I m o - - I 12 4* -! o • M-3x4 .y y y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,4,3 < 0� P'R O �Fss .- .89782PE ,r--- JOB NAME : POLYGON 3410-A NH - D2 Scale: 0.8031 , - OW WARNINGS: GENERAL NOTES, unless otherwise noted: C/' • \��-.OREGON , , 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown antl Is for an Individual t� Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper • //� (y�J 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer, .•d V vt C 4' �/[y` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 7 "^'ff � `. Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/A.i '1 V 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 /1 SEQ.: K 14 8 713 7 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds 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, end are for"dry condition"of use. 'EXP 12/31/2016 f 2�] • 6,Design assumes full bearing at all supports shown.Shim or wedge it EX P I RES: 1 /31/201 6 5.CompuTrua has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October •I 2� 5 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 l r G 1 TPIANlCA 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 to.For basic connector plate design values see ESR-1311,ESR-1988{MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF Wind: 140 mph, h=l5ft, 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, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1,5x9 or equal at non-structural in the plane of the truss only. vertical members (uon) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span ION. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-01-04 0-03-12 T 1' 12 4.50 M-1.5x3 -/ 3 2 � a 1 .....iiiiii11111111111111 =M-4x4 1,1-1.55)06 y y 1-00 3-05 PROpe : GINS. , U : ?$ E JOB NAME : POLYGON 3410-A NH - El Scale: 0.6222IOW - • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes I.This design fa based only upon the parameters shown and is for an individual ""' .:OREGON ©� • .Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper G 2,2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibilityof the building designer. ,Q V �r - • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced atin, - r Ry /�:/` 2'o,c,and et 10'o,c.respectNely unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). p/1 u l DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3,2x Impact bridging or lateral bracing required where shown++ L SEQ.: K 14 8 713 8 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5,Design assumes trusses are to be used In a noncorrosive environment, T RAN 0 I D• LINK design bads be applied to any component. and are for"dry condition"o(use. ��//ry /'� Y� (�.) 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/20 1 6 necessary, fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. f'N I=1Je r 262015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lr TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6,7(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 3'- 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) 90 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 29 WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT <= l2"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 NSF BEARING MAX VERT MAX HORN BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 POE 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 ' ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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. lr Wind: 190 mph, h=15ft, TCDL=4.2,BCNL=6.0, ASCE 7-10, Al (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 M-3X4 in the plane of the truss only. f 1111111. 1 2 ><I y y y 1-00 3-05 !PROVIDE FULL BEARING;Jts:2,4,3 (� P R �h. �; ' N E • /a • ��" 89782PEc� JOB NAME : POLYGON 3410-A NH - E2 • Scale: 0.8995 • ,_ AMIN WARNINGS: GENERAL NOTES, unless otherwise noted: • +r✓' ["�� J''' 14, 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 /��O fl E VI O N Truss: E2 and Warnings before construction commences, building component,Applicability of design parameters and proper ;y,.�, "� (1� 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component Is the respanslblllty of the building designer. \fI ,Q„ Y3.AdditIonal temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at j� J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous eheethlng such as plywood sheath ing(TC)and/or drywall(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ SEQ. : K 14 8 713 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component, end are for"dry condition"of use. 12/31/2016 r� r� Jry/�{�+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Deelgn assumes lull bearing at all supporta shown.Shim or wedge if EX P I R ES. 1 2/3.1!:20 1 6 necessary. fabdcallon,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 2CVV 201 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October r I TPWJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MIT ek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols NumberingSystem r Safety s 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 offsets are indicated. (Drawings not to scale) Damage or Personal Injury rr� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system,e.g. 11.144„ and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. . • neer.For ®.1/16, • 4 2 wide deuss btru truss mustndividuual latere designed al braan es themselves ll WEBS may require bracing,or alternative Tor I O IlL p bracing should be considered. j- U = 3. Never exceed the design loading shown and never o U stack materials on inadequately braced trusses. ci_ . Ai 4. Provide copies of this truss design to the building 41111pp. .: C7-8 c6-7 C5-6 Pi 6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-''U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131I,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. �� b text in the bracin section of the by AWC in the 2005/2012 NDS y g SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. • If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint } number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 Min size shown is for crushing only. I II I IMI Ern 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal - 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. e BCSI: Building Component Safety Information, M 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1761( ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013