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Plans (35) , 14,Sr) /4 mi iro APR ?016 MiTek, MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-343 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: R45642845 thru R45642860 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. •<<YE PRQFFSS � c 'NE�c9 /—�9 87022PE cc ycc‘ N..0), Aj, OREGON �Q 0� 20 BER �1 OS A. rievi r EX' :06/30/ t October 13,2015 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 R45642845 PL15-343_UPPER F01 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-8NEyVV14gRLFddvIFEhBm14aAVwwQ4nAz2y8K8yTrtV 2-6-0 I I 2-2-9 I f 1-2-0 1 1 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 e / e \ 9 / \ _e N e e 13 12 11 10 '� 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10}}1xr1 111-3-1 1 1 16+12 I 9-11-9 s-Y-$ 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— (10:0-1-8,Edge),f11:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deg Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incl YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.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) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-246310,45=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 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. �F��GN F.q ` o 2 `t" 87022PE 9r- (1)'/(All.'".---Ar ' N >" -y �'oj, OREG N `tib QI.ti 'AO ''yQER ,,� r EXPIRES:06/30/2017 October 13,2015 t t ter. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev,10/03/2015 BEFORE USE, ir Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notII a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - .. _ building design.Bracing-indicated-is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . - MiTek' •- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Googly Cdteda,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 ITruss Truss Type FLOOR 5 1 Ply POLYGON PL15-343 UPPER F02 R45642846 5 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn40sHnThyaUAczwOszX1 UY-8NEyVV14gRLFddy1FEhBml4etVOMQ6mAz2y8K8yTrIV I 1-8-0 I 1-3-4 1 10-8-3 1 I 2-3-0 I 1 1-2-0 11 1-0-5 I 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 2 34x6= 5 1 :;. 3x4= 1.5x3 II 3x4= 1.5x3 II • 1e',1 1413 12 3x4= 11 3x6= 4x5= 3x5= 1.5x3 II 3x4= 3x4= I 3-0-4 I 15-10-12 3-0-4 Plate Offsets(X,Y)— [7:0-1-8,Edge],f12:0-1-8,Edgef 12-10-8 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 TCDL 10.0 Vert(LL)T -0.1013-14 >999 480 MT20 220/195 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structuralnwood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1266/0-5-8,17=-335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, 8-9=-1099/0 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 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. ��v .0 P R°FFs �.5 NEF GIN6, (S>6) �� 8 • 2PE / r" NN y �A� OREGO do �N 90 c�M�ER �1 �O OS A. HE'2' EXPIRES:06/30/2017 ' October 13,2015 I ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ■■.�B T _ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IYI�Ie � fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaftiy Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 5' Job Truss Floor rty 1 Ply POLYGONR45642847 I TIUSS Type PL15-343_UPPER F03Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn4OsHnThyaUAczwOszX1 UY-d7_oKi2iRIT6FnUyoxCQJFdkUvGo9WIJBihhlbyTrIU 2-5-1 I I 1-2-0 1 1 2-4-11 1 I 2-6-0 I Scale=1:28.9 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 3x4= 3 4 5 6 7 8 1 2 e- e `. e C N 0100............. 44111.4444414441411. iiiii 11441411414444444% - N a e 1_ 12 11 10 3x4= 3x8 _ 3x4= 3x5= 3x4= 10-10-9 11-7-1 10-2-1 10j3j-9 11t-5-9 1 1 16-7-4 I I 10-2-1 a-B 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)- 110:0-1-8,Edgej,[11:0-1-8,Edgel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(Vert(LL) -0.27 11-12 >739 480 L) -0.43 11-12 >456 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10.11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. ,��REO PR�Fen co ,,N&INEF- /02 87022PE fit- N CV /V CSA OREG•N #1c, �/ '2o TFRI8 E R �1 'O �S A. HE ' EXPIRES:06/30/2017 October 13,2015 r • AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - -MiTele . building designs Bracing indicated is rm to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing"" is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Catena,DSB-89 and SCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights.CA 95610 IJob 'F04 Truss (Truss Type Floor Qty 'Ply 'POLYGONJ ob Reference(optional) PL15-343_UPPER 1 1 R45842848 I Pacific Lumber&Truss Co., Beaverton,Oregon 530 ID:j7axn4OsHnThIyaUAsczwOszX11 1 UYdZolKi2iReIT6FOU oxCOJFdTue Oct 13 B_51:59 2015 Page 1 I 2-3-0 I Y gXvD69WMJBihhtbyTrlU I 1-411 ii 1-2-0 1 1 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.54 H 4x5= 1.5x3 II 1 2 3 4 5 e- .4144114444%**** -� _ 6 7 8 9 10 N e u �� lq, e e 1 15 3x4= 3x8 = 14 13 12 11 3x5= 3x4= 4x4= 3x4= I 13-1-11 14-3-11 X,Y 141-11 '13$111 I 18-1-4 ( I— [12:0.1-8,Edge],[13:0.1-B,Edge] 0-7-0 5-7-5 3-9 4 Plate Offsets I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (-14 '/663 80 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL)T -0.3313.14 >4360 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >4199 360 MT20 220/195 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- Weight:81 lb FT=0%F,0%E TOP CHORD 2x4 DF No.188tr(flat) BRACING- BOT CHORD 2x4 DF No.188tr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=791/0-4-4,11=791/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=-860/0 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. <(-SI' D P R°FFs �� ANGINEER c-b `� 870 2PE 9 N N 7 O,,. OREGO eo �N "P ‘,11 Fj�BER AN �Q ms`s A. HO\ EXPIRES:06/30/2017 October 13,2015 mama li ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,B T a always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M�I.Q�n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11.11 Qualify Cdleda,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heiehts.CA 95610 -Truss Type Qty rly POLYGON R45642849 Job Truss 1 PL15-343_UPPER F05 Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc-Tue Oct 13 08:52:00 2015 Page 1 Pacific Lumber&Truss Co Beaverton,Oregon ID:j7axn40sHnThlyaUAczwOszX1UY51MiwB2KC2bzlw35MrjfrS9u5JbVuvuTOMRFP1yTrIT 1 1-1-1 11 1-2-0 11 2-4-15 I 2-6.0 I 1 1-3-0 I Scale=1:35.4 3x4= 3x4= 4x4= 3x6 FP= 3x8= 4x5= 3x4= 3x4= 9 10 11 12 13 14 15 1e 7 B g q 5 6 _ - 9 N‘-ii %%%%%%' /- � a�NG �� e � 19a, 21 20 19 ? - 18 17 2625 24 23 22 _ 3x6= 3x5= 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6— 3x5 SP= 15-7-9 16-5437--0 5-0 9 I 20-9-8 I 14-5-9 0.7-0 L7-0 5-1-15 1 14-5-9 Plate Offsets(X,Y)— (12:0-1-8,Edge],[18:0-1-8,Edge] PLATES GRIP SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP LOADING(0. TC 0.59 Vert(LL) -0.40 21 >624 480 TCLL 40.0 Plates r Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 TCDL 10.0 Lumber Issrease YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCLL 0.0 Rep Stress 12 Weight:98 lb FT=0%F,0%E BCDL 5.0 Code IBC2012lrP12007 (Matrix) BRACING- TUMBER- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2003/0,- 5 0,9-10=-4495/0, 0-11=-4 30/0,11-12=-4230/0,12-13=-3519/0,0, /0, 47/0, 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,2425=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,425=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20-'-272/35,11-20=-327/0, 12-20=0/1057 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)26. 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 <���D PROF �LS' be attached to walls at their outer ends or restrained by other means. c,;,.co NGINEF'4 s/p29 oic 87022PE t' \ '%OREG6 %) 9�, EMBER 11 P� �`S A. HE?t EXPIRES:06/30/2017 October 13,2015 1 1 AWARN/NG-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF747J rev.10/OJ/2015 BEFORE USE. applicability of design parameters and properly incorporate this design into the overall MiTek■' e'`= Design valid for use only with MiTek®connectors.this design is based onlyupon parameters shown,and is for an individual building component,not �[ A` t a truss s system.Before Bracingusei theibuilding designerrvent bmustcking vingfy of in app band/or members 7777 Greenback Lane is always required for stability and to prevent collapse with Paz ible personal nu ry and property damage.For general guidanceltemporary the int bracing-- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Qualify Cdtedu,DSB-89 and BCSI Building Component Citrus Heights CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 IJobPL15-343_UPPER TrussFOB FlTruoossr Type 1 1 Qty Ply POLYGON R45642850 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:01 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57ciZUcf0AoxTyTrIS I 1-4-0 1 1.5x3 II 2 I 2-60 I 3x4= 3 1.5x3 II 111 Scale=1:8.7 III I mpg II III O N 1 NMI MN 11 5 " 4 3x4= IIIV 3x4= 0-1-8 4-1-0 3-11-8 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP "" TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 480 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL LUMBER- BRACING- 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��c �NGI NEF9 s/O 2 87022PE 9r N tv 7 SAT OREG*N ti� 4(/H 9O cc iSEB \� .O On A. HE EXPIRES:06/30/2017 October 13,2015 .WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. , Design valid for use only with Wick®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/orchordxnembersonlyr,Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crtleda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Intormafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Fuss Type illy Ply POLYGONR45642851 or 5 1 PL15343_UPPER F07 Job Reference(optional) 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 Pacific Lumber B Truss Co., Beaverton,Oregon ID:j7axn4OsHnThIyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFEy6GyMs8mtgwLTwyTi1R I 1-2-0 I I 1-4-9 I 1-8-0 I I 1.7.12 I I 1-8 -15 I Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3; II 23x8= 1 g 4 5 6 7 8a 910 _ e _ O `"O e e N i3_,, 2.-.'"\-', _ ee e e O i 17 16 15 14 13 19 3x4= 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 I I 3x4= 17-5-4 I 1-10-12 2-14 17-5-4 I 1-10-120111-t Plate Offsets(X,Y)— (2:0-3-0,Edgel,f8:0-1-8,Edgel.113:0-1-8,EdaeL f19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) 0.030.27 14-15 15 >87 7 600 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) Weight:83 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF Stud/Std(flat) )) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std(flat) 6-0-0 oc bracing:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, 7-8=-2379/0,8-9=1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,1415=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 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)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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. tiR�D P R open The design/selection of such connection device(s)is the responsibility of others. �� 0461 N Etc. s/O29 6)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 8 • 2PE 1' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) N '� Ni Vert:1=304(F) S.7 SAT OREGO ti�Q� �C FMBER \1 Q� OS A- HEp`� EXPIRES:06/30/2017 October 13,2015 tI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 51157473 rev.10/03/2015 BEFORE USE. 1M1t„ Design valid for use only with Mick®connectors.Thu design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this desigan iint��aoverall bracing M�T(�. + building design.Bracing indicated is to prevent buckling of individual inns web and/or chord-members only.Additional temporary 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/9PI1 QuaMy Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. CiWs Heiohts,CA 95610 Job Truss Truss Typee Qty Ply POLYGON PL15-343 UPPER F08 Floor R45642852 7 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(Optional) 7.530 s Jul 11 2014 e 1 ID:j7axn40sHnThyaUAczwOszX1UY-18UTKt4 grf1ek Industries,6EDXU3c.Tue 017�wtFLO6PFMzVmtg13 085202 2015 wLTwyTrIR I 2-6-0 1 0-5-10 1 1 1-2-0 1 1 1-4-14 I Scale:3/4"=1' 1.5x3 I I 1.5x3 II 1.5x3 II 1 23x4= 3 1.5x3 I I 4 53x4= 6 N 0 O e 1 9 8 3x4= 3x4= 3x4= 3x4=- I I 3-1-2 3?-110 3-9-10 1 4-4-10 416- 8-6-88 ,8 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 I Plate Offsets(X,Y)— (8:0-1-8,Edge],f9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-732/0,3-4=732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 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)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c,EO PROFF`S'S c;5 ENGINE /O `r' 87022P; y,I— f " I N cl‘ATFOR GON qo 9 on �8ERA1 S A. HERNP EXPIRES:06/30/2017 1 October 13,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEN REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling-of individuaktross Web and/orahordmembers only.Additional temporary and permanent bracing M k is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the a*F��erR" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely informaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heinhts.CA 95610 Job Truss Truss TypeFloor Q1 ty Ply 1 POLYGON R45642853 PL15-343_UPPER F09 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn4OsHnThIyaUAczw0szX1 t1Y-18UTK14akgrh6EDXU317wtFL260_M?fmtgwLTwyTrIR a5-s I I 1-2-0 I I 1-7-2 I I 2-6-0 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II J \- = c, N P.-- ° e e 1.5x3 II 6 9 8 7 3x4= 3x4= 3x4= 0- ¢ I I 6-2-8 3-0-14 1-9 0-7-0 4-4-6 1-10-2 Plate Offsets(X,Y)— 14:0-1-8,Edael,[8:0-1-8,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 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a Weight:29 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.18.Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Stud/ BOT CHORD 2x4 DF Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (ib/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 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)9. 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. 481/40 P R(peon �.5 tiNGINE -'4 /a2 44 870 2PE 9 NR` , �N N _9 ,oTOREGO `p,,40 ,p, � E ,1 O � R S A. HE?`0 0- EXPIRES:06/30/2017 October 13,2015 1 4 .. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTekt connectors.This design is based yupon parameters ramerametors and properly n,and Ls for noividra individual buil design m o nee overall , not a truss system.Before use,the building designer must verify the applicability 9 PMiTek° building design.Bracing indicated'a to prevent buckling of individual teas web and/or chard members oniy.,Additional temporary and permanent bracing M Greenback Lane is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Suit7 109 Safety delivery,erection and bracing of trusses and truss from Truss Plate Institute,218 N.Lee Street,Su Te 312,Alexandria.VAQ223814 C Criteria,DSB-89 and BCSI Building Component Citrus Heinhts.CA 95610 Job Truss Truss Type IQty Ply 1 I POLYGON PL75343_UPPER F10 Floor 11 R45642854 8 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.5 ID:j7axn4OsHnThyaUA3¢wOsJul7A1UY-014VK1 YC5CVzzYkOojln MT5nQtWce Oct 13 ?2015 5LTv6Kgv0 1 2-3-0 I gvOMyTrIQ 1 1-7-11 I I 1-2-0 1 1 1-4-9 1 1-6-0 I Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 1 2 3 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II e 4 5 8 7 8 9 o � e / e :., 1- 9O\ .?. ••••••••••„e Nov 1 41, 14 i 3x4= 3x6= 13 12 11 3x6= 1.5x3 I I 3x4= 3x4= I 11-1-11 12-3-1t 11-I-11 X1-8-111 I 15-5A I Plate Offsets(X,Y)— [6:0-1-8,Edge],[11:0-1-8,Edge] 0-7-0 o-7-0 3-1-9 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 TCDL 10.0 Vert(LL) -0. 812-13 >999 480 MT20 220/195 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&BV(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=673/0-4-4,10=673/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2121/0,3-4=-2121/0,4.5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 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)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -'q'EO PR 0FF1S ��c. �NGINEF4, �'jO2 87022PE 9r N cti 7 �ATOREG N ti� ZN 'A0 ' ER ‘� �Q 0`) A- HE?' EXPIRES:06/30/2017 ' October 13,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. email. F Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the.buildingdesignerroust verify the.applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated-is to prevent bucking of+individexn4russs web and/or chord members only.Additional temporary and permanent bracing pp�T [� _ is always required for stabltty and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IY! �.R` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see Nisi/pit Quality Criteria,D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane 6 Suite 109 Cams Heights,CA 95610 T ISS TNFloorSS Type Qty2 1 Ply POLYGON R45642855 J PobL15343_UPPER F11NJob Reference(Optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Toe Oct 13 08:52:03 2015 Page 1 Pacific Lumber&Truss Co.. Beaverton,Oregon ID:j7axn40sHnThiyaUAczwOszX1 UY VK1rYC5CVzzYkOo11 nHMT5nVTWK5Qgv6Kgv0MyTrIQ I 2-6-0 10-5-10 1 1 1-2-0 1 1 1-6-14 1 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 5 6 1 2 3 4 ° e o _o„.....7.77,..)..._ 4 e ° ° 83x4— 1� 9 3x4= 3x4 3x4= 3v0 3-9-10 4-4-10 8-8-8 I I 3-1-2 n-1-)t 0-7-0 I 0-7-0 n-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edae] , LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCLL 40.0 PlatesumbrIIncreassee 1.00 >999 360 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a Weight:40 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&BU(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceilingdirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 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)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c\l' PROFFss ��co NG�NER /02', cc 87022PE r N �' �A OREGO ti� 1 Y -7i ;•• ER �_Al. A. HE EXPIRES:06/30/2017 October 13,2015 1 eamila WARNING-Verify design parametersand READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE „ Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for aindividual bhrsding co m o the overall +T��* a truss system.Before use,the building designer must verify the applicabot '�iity of.design parameters and properly'incorporate building design.Bracing indicated is to prevent bucklingof individualtnlssweband/or.ohgiltmembers only.Additional temporary and permanent bracing 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 tans systems,see ANSI/1811 Quality Criteria,DSB•89 and SCSI Building Component Citrus Heights.CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 • (Job (Truss Truss Type Oty Ply 1 I POLYGON PL75-343_UPPER6 F12 Floor Job Reference(optional) R45642856I Pacific Lumber&Truss Co., Beaverton,Oregon 11 7.530 lIzoID:j7axn4OsHnThyaUAczwQszXNWbDk IY5rGH5PLYInc.Nvbb?IKcYwzD3 08:52334gOB2L PSYoyTrIP I 2-6-0 I I 2-3-5 1 1 1-2-0 I I 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x38II 1 2 3 4 5 8 7 8 N14114141411411111114%ar l' / � \ a e o- e 1e 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= I 10-0-5 104-13 11-5-5 10-0-5 10- I1-3-131 1 16-5-0 a�$1113 0-7-0 5-5.3 I Plate Offsets(X,Y)— [10:0-1-8,Edge),[11:0-1-8,Edge) 0-7-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 TCDL 10.0 Vert(LL) -0.4511-12 >770 480 MT20 220/195 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 72 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 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)13. 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 ° PROfFS r45 GINE ,7, ?0 8 • 2PE (f j >a N •C'-7,;)0),,,,(:) et4H cMQERREGO�'` c)4\11 EXPIRES: EXPIRES:06/30/2017 October 13,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with Woke connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,,the building designer must verify the applicability of design parameters and properly incorporate thb design into the overall building.design-Bracing indicated is to prevent-buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing,. tr_ -- j b always required for stability and to prevent collapse with possible personal injury and propertydamage. `"•_,.k.w' fabrication,storage,delivery,erection and bracing of trusses and trusssystems,see C For general guidance regardingthe Safety Information available from Truss Plate Institute,218 N.Lee Street ite 312,Alexandria,VA Quality Criteria,OSB-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Citrus Heights.CA 95610 • Job Truss Truss Type rty Ply POLYGON R45642857 1 PL15-343_UPPER F13 oor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon Ip:j7axn4OsHnThyaUAczwOszX1 UY-zWbDIY5rGH5PLYNvbUob?IKYhww3gnT2L_PSY°yTrIP I 1-4-71 II 1-2-0 II 1-2-5 I 2-6-0 I I 2-3-0 Scale:318"=1' 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 II 3x8= 1.5x3 II 3x4= 1 2 3 4 5 6 7 8 9 10a e 41"444444444444 / e e e111 TT 14 13 12 3x4 1 s 4= 15 3x4= 4x4= 3x4= 3x8= 3x5 14-3-11 13-8-111 I 18-3-0I 13-1-11 0-7-0 0-7-0 3-11-5 I 13-1-11 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TC 0.74 Vert(LL) -0.3313.14 >651 480 MT20 220/195 TCLL 40.0 L Increase1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 TCLL 10.0 Lummbb errIncssrease 1.00 /a (M BCLL 0.0 Rep Stress Incl YES 0.61 Horz(TL) 0.06 11 n/a nWeight:81 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING- TOMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 16=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,1415=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, 6-13=-853/0 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)11. 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. uo c5 F.NGINE9 /c2 1* 87022PE 9r*" 5. Cn•0OREGO rye 41/� 9�C�r, SER \R�p�4 A. HE EXPIRES:06/30/2017 October 13,2015 e I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. m Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 111111 M1S11C` a truss system.Before use,the-building designer must verify the applicability of design parameters and properly incorporate this desiand gn into the overall building design.Bracing indicated:is.-toVprevent buckling of individual truss web and/or chord members generalAdlltemp temporary regardingpermanent bracing n77 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and properly fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria,DSI.89 and BCS1 Building 10Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 r. Job (Truss Truss Type , Qty Ply POLYGON PL15-343_UPPER F14 Floor 845642858 6 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jolt!2014 e I ID:j7axn4OsHnThyaUAczwOszX1 UY-Rj9bzu6T bDGzix69CJggYWtok Industries,Inc.Tue Oct 13 INKN sZI4C e15 g04EyTr10 1 2-0-0 I 1 1-10-11-2-0 I I 1 1 2-5-3 1 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 1.5x3 II 1.5x3 II e 4 5 e3x4= 7 o 000000000000— e e 0 N e o - — 1 e o e 1 11 10 9 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 r�2 a 0-7-0 0-7-01 1 7.O I Plate Offsets(X,Y)— [6:0-1-8,Edge],[10:0-1-8,Edge] 2-8-3 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.49 MT20 220/195 0 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 1x18 >n/a 670 n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.18Btr(flat) BRACING- BOT CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10.11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 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)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q,EO PR 0 p c �NGINEF.Q c- 2 87022PE tr) CV y �-0jq , OREG•N o Y OS A. HEi\ EXPIRES:06/30/2017 ' October 13,2015 Immo_ _ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This desig;Lies based only upon parameters shown,and is for an individual building component,not _ ill(�' xr truss system.Before use,the building designer must verify applicability of design parameters and propery incorporate this design into the overall budding design;-Bracing-indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing: 's B always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the � t R, fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane SuAe 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 845842859 FLOOR GIRDER 1 1 PLI 5-343_UPPER FG1 JOb Reference(Optionap 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:06 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn4OsHnThIyaUAczw0szX1 UY-vvjzAE750uL76rW11vg351P2XjoSIPQLoIuZchyTrlN 1-4-12 1-4-0 I I 2 3x4= 3 1.5x3 II 1 1.5x3 I I Scale=1:8.7 LL N ...{ { k, A 4 5 3x4= 3x4= 2-11-12 I I 2-11-12 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP LOADING(0. SPACING- 2-0-0 .». 0.00 5 480 MT20 220/19 TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.01 4-5 >999 360 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a Weight:15 Ib FT=0°kF,0°hE BCDL 5.0 Code IBC2012/1P12007 (Matrix) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, TOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. BOT CHORD 2x4 DF Nod/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) ���EQ P R OFFS Vert:2=-188(F) s/o2� 87022PE �" N ti�Q�N A. HE EXPI RES:06/30/2017 October 13,2015 ' 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCILUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid system. efenly with Maeda g designer Th t design¢b sed ay u of don esii n parameters ters and properly incorporatand is for ca? e his des gn info the ove all not b ild ngd -Before use,theibuilding designer tmust linty thi applicability 9 P :�* , building Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component 9 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 0CanesHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-343_UPPER FG Floor Girder R45642860 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtgOKQEZKsCae904EyTrIO 1 1-6-0 1 1-5-10 11 1-2-0 1 1 1-4-14 1 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 q 53x4= 6 0 i .....- N 1 9 8 e e3x4= 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 4-4-10 1 1 3-2-10 0-7-0 0-7-0 461-114 I Plate Offsets(X,Y)— 18:0-1-8,Edge),[9:0.1-8,Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 026 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina" NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 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) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 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)10,7. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) K��ED PR Opp. Vert:7-10=-8,1-6=-80 �� NGINEFRSQConcentrated Loads(Ib) � � .y�Vert:11=-169(B) `� 87022PE 9' N 7 -0,, OREG N ti9 4N 'A� cc,y8ER 'V\ ''1/4' OS A. HERNP EXPIRES:06/30/2017 + October 13,2015 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev,10/03/2015 BEFORE USE. 11111 Design valid for use only with MBek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall "-=b€nlding§design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additionoltemporary and permanent bracvngM is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the • ����" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System ,A General Safety Nates PLATE LOCATION AND ORIENTATION ljijinr' iriliiisr'(rli to Follow Could Cause Property �3/4 Center late on oint unless x,y 6 4-8 dimensions shown in ft-in-sixteenths p 1 I (Drawings not tof scale) ge or Personal Injury offsets are indicated. Dimensions are in ft-in-sixteenths. �� Apply plates to both Sides of truss 1 2 3 onal stability bring for truss systemg.andfuyembedteeth. nal orx-bracinis always requirede BCSI.TOP CHORDSc�.2c23racing must beesigned by an ener.For1 �� russ spacing,inidual lateral bracemselves�'/164equire bracing, r alternative Tor Ipog should be coidered.OOr exceed the degn loading shown never_ U materials on inadequately braced trusses. n O 4. Provide copies of this truss design to the building c7$ c.7 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other Interested parties. plates 0 ru from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. �, required direction of slots in THE LEFT. cannectOr plates. 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. 8. Unless otherwise noted,moisture content of lumber SOftWare Or Upon r@quest. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 responsibility of truss fabricator.General practice is to width measured perpendicular ESR 1311,ESR 1352,ESR 1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 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 Trusses are designed for wind loads in the plane of the specified. �! textdt in by symbol shown of theand/hr truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at by uin Usehe bracing section of spacing indicated on design. output. T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 g 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ��e I ( number where bearings occur. ® Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. a 20.Design assumes manufacture In accordance with BCSI: Building Component Safety Information, 1 e ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 • /vt. c ,7?-0 �jt,&y 134iG S 47 i-2- in ei o 11r-1 1" xy-1,0 GARAGE RIGHT A P R ' 2016 o _ i r g cn Of 1 i," ASJ2 ASJ2 6:12 AHI(2) . 7 AH2 AH3 • AH4C AMC op AH6 AH7 Al (4) Zif 1? ® ti MMMe. 17/\\AH7 AH6 6:12 6:12 A-15 - AH4 ® BH3 7 / BH2 6:1! P — r RN1 (9) 6:12 � (� E `�. g5 6:12 1 4. CONFORMS TO DESIGN CONCEIT rex o8 % 8 -' / :1? 6 I re? E] CONFORMS TO DESIGN CONCEgWITF + fel REVISIONS AS SHOWN r a _ ___f_ illNON-CONFORMING-REVISE AND'AESUBMIT 2O' ®CONFORMS TO DESIGN CONCEPT I v ❑CONFORMS TO DESIGN CONCEPT WITH a .I SHOP DRAWING HAS SEEN R�VIEWED FOR GENERAL CONFORRANCE REVSIIONS NOTED LV 4ITH THE DESIGN CONCEPT ONLY.AND DOES NOT RELIEVE THE 0 NON-CONFORMING-REVISE&RESUBMIT �y�a FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORRANCE WITH THE I H,S x .DRA ru ER'F F*� -Ra W"R"'7 ay „I DESIGN DRAWINGS AlD SPEC:FIC.TIONS ALL OF WHICH HAVE PRIORITY hl! DER.; -M1- a.' f+£ OM ROI RtIEZVE OIE to ur Lld P. JL. FOR CONKORMEM V41Ei O- OVER THIS SHOP DRAWING. CON HACTOR SHALL VERIFY ALL DIMENSIONS. ..t F Jt.W S Vt.ARKIORKE S Ai.OF MI.HAVE PF:%::!YtAiR=dS W.:%n45»?Nra. 400 3T Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERIN erANSIghtCompuTruslnc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE' REVISION 1: ENGINEERED STRUCTURAL pad§ DRAWINGS FOR ALL FURTHER PLAN 5-B COFFERINFORMATION.BUILDING SCDESIGNER/ENGINEERNECTINS RECORD umriber PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 5 BTO TRUSS CONNECTIONS.BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss.All designs are null.and void if not fabricated by-Pacific Lumber and Truss. • • 40'47' I.. GARAGE LEFT 1- 11-11' ...0.1%, A), 7-; c4 ;14Rs? als41IRRF2Rg .- -, T. -/—*T • Immiminilm imi iimill ilmiiile im IN 1 MINI AP-- r ASJ1 __u? ASJ2 I MOM ASj2 ci AH1 CO II li ll Mai 611111MES A/ AH2 1.111 - AH3 1 III Adr Mil= ,1•Fr MEV Ar .1.4, A117 r \ 12•92• 1:60 kn.. A1 (4) r... .gr AH7 8:12 6:12 . .. — AM BH3 141-12 BHI(2) 6:12 I - @IIESSIMIEEra A D2 (2 MEMEL A. . , i .-21M11 E2 (3 8 t _e , \ ..... .till,r_,: fr...1 in ro r ONFORMS TO DESIGN CONCEPT .— . . ..... • [1, C)NFORMS TO DESIGN CONCEPT WITH REVISIONS AS StIOWN 20'41f2 I Eg CONFORMS TO DESIGN CONCEPT 81-9" 0 NON-CONFORMIIit-REVISE AND kESUBMI I 0 RCI:InFsf/RMSNT:TIg.SIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 47-66 - 0 NON-CONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT ON_Y AND DOES NOT RELIEVE THE EEEN FW,EWM,.alENJ.CAgii-OR.AN:k FABRICATORIVENDOR OF RESPCNSIBILITY FOR CONFORMANCE WITH THE F 0..=PFPINSSI,FOR 0,FORMsti WT,OE,. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 4ff.. IIS.S,TC,1,..,IVG AND ARIA5ELE Xkla.ki.Or W,,C,i...if. 1.10.1,1VER,IEL e+1,4,Vrami.. OVER THIS SHOP DRAWING. CZJTP,rT'P`W''I 2FFTE5 S n T 11r-,1C NM BY Alexia Fukui Date 9/22/14 By: MILBRANDT ARCHITECTS Date: September 19, 2014 Bt., Todd R. at CT ENGINEERINGEon INC 0 Copyright CompuTrus Inc.2006 ,_ ept. ,o,NAr.DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/1,4 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD helm F umber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL I & It.U S II C S CO M PA NY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are nukand void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWTCA in BCSI,copies of which-willbe-furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). Y N.,JOHN,;i c ' 44 * "4i ° -'0 0114. go, , ► V 4. . ei,,z, .st � ',,l C1'� ' i i r3 /17 x >>iR 6130/I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958 2635 3-10=(-318) 336 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4.(-120) 564 WEBS: 2x4 KDDF STAND 4=(-2717) 1165 11.12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 8- 9=( 0) 42 OVERHANGS: 10.0" 10.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LBEARINGS MAXCVIRTS MAXCTIONS BIGE MIN. (SPECIRE) M,M2OHS,M18HS,M16 = MiTek MT series THEEBBOTTOM AD ACHRDT ADEAD(LOADPISIAIMINIMUM OFBY IBC 2102PPSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfL uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.178' @ 20'- 0.0" Allowed = 1.954' MAX Tl CREEP DEFL = -0.330' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05.13 6-05-13 7.00-05 system and components and cladding criteria. 1. 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, "; 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 •6( in the plane of the truss only. M-5x6(S) "441% M-5x6(S) 3.1 0.25" 0.25" C �V Vy O v' +I 8 M-1.5x4 M-1"5x4 o + +. co 0 M O _ . lv �' p _ 10 1 'f 12 c -3x8 M-3x4 0.25" M-3x4 M-3x8 0 M-5x8(S) 1, ), y ' J, k y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - Al Scale: 0,1552 & GIIN �, r0a� WARNINGS: GENERAL NOTES,unless otherwise noted: ZG �, ` -v�i� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual LLL®.S E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters end proper • 2.2x4 compressionbe installed where shown+. incorporation of component is the responsibility of the building designer. web bracing must 2.Design assumes the top and bottom chords to be laterally braced at �r 3.Additional temporary bracing to insure stabiity during construction 2'o,c,and at 10'o.c.respectively unless braced throughout their length by _ 4�/a+" DES- BY BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE• 7/11/2014 the overaA structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ jr OREGON <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. q_ SEQ. : 5992791 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� '7,Q� \ design loads be applied to any component. and are for"dry condieon-of use. Q 14. <�,P, 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. R A Il L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 M Tei An BCS/CompuTfw iSoftware 7n6.6(1 L)-E request. 1a FFor basic connectoropla etdesign values see ESR-1311,ESR-1988(MITep •,.EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15IBC 2012 MAX MEMBER 4205 08R/ 2 3°) BC: 2x4 KDDF #1&BTR 1- 3=( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 2919 SPACED 24.0" O.C. 2- 3= -3048) 1745 12.13=(-1422 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=•2505) 1688 13.14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15.16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -481) 778 16-10=(-1447) 2608 6-15=1-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=)-1683) 1035 8-15=)-102) 534 7. 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ( 625) vertical members (uon). 0'- 0.0' -460/ 1775V -197/ 197H 5.50" 2.84 KD Unbalanced live loads have been 40'- 0.0' -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. [COND. 2: Design checked for net(-5 psfl uplift at 24 "on spacing.) Connector plate prefix designators: C,CN,CI6,CN18 (or no prefix) = rus, Inc MAX LL DEFL = 0,001' @ 0'--10,0" Allowed = 0,083' M,M20HS,MI8HS,M16 MiTek MT seriesries VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.235' @ 22'- 7.4' Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5' 17-11-11 4-00-10 17.11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T f f NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 1L 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting L-03-08 T T T T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 6.00 5 M-3x8$ � * , 12 Truss load ddesigned uration ffor owind 6loads o 6.00 in the plane of the truss only. M-4x6 - M-4x6 M-5x6(S) $ N� M-5x6(S) NI- CD 0.25" yr 3 0.25" 0 +. + . ee 0, O Co7 1 12 13 4 T 15 1 6 n- . 1 o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) - 1• 1, 1, 1 1" 1• 1, 1, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 Co GIN - 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 . 7,�2 f 8 E r Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ,,.++p, 49 DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ elf CC. 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. OREGON j SEQ. :' 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I- -1' tu . design loads be applied to any component. and are for"dry condition"of use. 'V '� TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if !Q -'9Y 14 24 t�"F" fabrication,handling,shipment and installation of components. necessary. 4nf,l� �`', 6.This design Is furnished subject to the Imitations set forth 8.Designlaesassumes ca ed adequate both drainage is provis,a. '�J�`'�1')I �, V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII P by 8.Plates shall be locatcate size plate on both faces of truss,and placed so their center rrl7 TPIMlTCA In SCSI,copies of which will be furnished upon request, lines coincide with faint center Ines. 9MiTek USA,InC./Com UTrus Software 7.6.6(1 L)-E 10.For basic Digits iconnector pate design vlate M alues see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 f IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTA SPACED 24.0" 0.C. 2- 3= -3057 1363 12-13=(-1078 2616 3.13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492` 1286 13.14=) -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8.15=(-268) 708 8- 9=(-2492) 1268 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 1' f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 2-03-03 6-05 -04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 1P M-4x6 5 7 M-4x6 12 M-G7' 6.00p :,MM5X8(S6.00 M-5x8(:) v 0.25" 0.25" m M MO s 1 v o 1 12 13 14 14 15 16 o O M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y 1, ), > Iy 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7.01-08 J, , y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 `��R�GINQ 0-,s, eU 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 C�� !C4�®,, E ��1- Truss: A u 6 and Warnings before construction commences, building component.Applicability of design parameters and proper I 1 Vincorporation of component Is the responsibility of the building designer. 2.aro compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '" DES. B`(: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(UC). ="�' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7`�' SEQ. : 5992793 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. y� OREGON�� mit/ 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, design bads be applied to any component. end are for"dry condition"of use. /© '9 Y 14, O TRANS: I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.:De essa ssumes full bearing at all supports shown.Shim or wedge if gyp fabrication,handling,shipment and installation of components. ry Fpf A + p Po 7.Design assumes adequate drainage Is provided. ��r'1 �4-`" 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be urnish upon s coincide with joint center Nnes. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTITak SA,lnC./CompuT 3 iSoftwaref 7.6.6(1 L)En request. 9.0.lF r basiits c connectorof late in inches. plate design values see ESR-1311,ESR-1988(NAITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This FIdesiLUgMn BER pre-Bpared from computer input by C C LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TO: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 IBCMAX 10M(-R 1)FORCES 10-0-J3D) 0).20 BC: 2x4 KDDF #1$BTR SPACED 24.0' O.C. 2-. 3=1 0) 42 O.10=(-933) 2619 3= 0) 2918 WEBS: 2x4 KDDF STAND 4=(•2492) 11650 10.11=(-698) 2616 3.11=(-244) 708 LOADING 3. 4=(-2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD (-2 101513-14=(-957) 2616 12- 3= 32.0 PSF 4- 5=(-2136) 1015 12.13=(-698) 2433 11- 5=(-527) 203 BC LATERAL SUPPORT <= 12"OC. UON. 6- 8=(-34492)57) 1038 14- 8=(-955 2619 6-13= L ON BOTTOM CHORD = 10.0 PSF 5- 7= 3 7- 8=(-3057) TOTAL LOAD = 42.0 PSF ( 0) 311 -247) 708 1164 6.13=(-241) 708 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 42 13- 4=(•530) 3681 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7 14=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 10.0" 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" -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0' -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 'so spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.179' @ 20'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, T Truss designed for wind loads 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 in the plane of the truss only. T 12 6.00 M-4x6 M-3x8 M-4x6 12 M-5x8(S) 5 4 6.00 /Aiiiiiihk" ' M-5x8(S) 0.25" NI- 3 0.25" 0 p 2 ,0000010.........°°°°°,44111111111111111116111111116... 400111111111111111111111kh.... o 1.011."2" o 10 11 1 .( 13 1'4 o ..tel a ` M-3x8 M-1.5x4 M-3x8 (�•25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) (S) /, y y 1, y i, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 DPRot Scale: 0.1547 ���Co* GINE' �/ WARNINGS: GENERAL NOTES,unless otherwise noted: / , 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper ' ®Atr.? r' 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,.,'' Is the responsibialy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheatwng(TC)and/or drywall(BC). ,� 9 3.2x Impact bridging or lateral bracing required where shown t* %"'.` • SEQ. : 5 9927 94 4.No load should be applied to any component until after all bracing and 4. allation of truss Is the responsibility of the respective contractor. . fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �'� ,{_t�REGON �J TRANS I D• 403334 design loads be applied to any component. and are for"dry condition"of use. 7 ' 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 �O ��"' 14. 201 .. fabrication,handling,shipment and Installation of components. 7.necessary. provided.s fy �fy 6.This design Is furnished subject to the Imitations set forth by 6.Plates shall be n locatedd on both faces)of t uss,,and placed so their center "" f7.1 ..,^" i IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTTpeUSA,lnc .BCSIC R pulruS Software,copies of which will be furnished upon 7.6.6(1 L)E request. coincide with joint center lines. U gitIndiaaplate connectorsic plate design values see ESR-1311,ESR-1668(MiTek) EXPIRES:12/MaM5 II This design pErepaR-BCred from computer input by IIIIIIIIIIII TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF M16BTR SPACED 24.0" 0.0. 2- 3=S-3022 1414 14-15=(-1211) 3183 14- 4=(-296) 899 BC: 2x4 KDDF STANDANDR 3- 4=1-2812) 1314 15.16=(-1289) 3398 14- 6=(-976) 443 WEBS: 2x4 KDDF LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6.15=( -32) 304 0)+DL LL( 25. ( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 TC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 B-10=(-2455) 1236 8.17=(-976) 443 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.17=(-296) 899 NOTE: 2x4 BRACING AT 24 NOT UON. FOR NOT SHEATHED 10.11= .2812) 1314 17.11=(-135) 235 ALL FLAT TOP CHORD AREAS LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 42 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M1BHS,M16 = MiTek MT series0'- 0.0' -304/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 psf) uplift at 24 "oc snacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111' MAX LL DEFL = 0.273' @ 20'- 0.0" Allowed = 1.954' MAX TLMAX CREEP LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 T f T (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), f 5-01-08 f f .4-07 2-10 09 5-01-12 T 5 01 12 •10-09 4-07 5 01-08 ' Truss load ddesigned uration fforwind o6loads -03-0 03-0 in the plane of the truss only. 10-00 10-00 f T T 6.00 p M-4x6 5 M- x4 M-5x6(S) M-36x4 9 0-4x6 a 6.00 9F y v M \/\/ M-1.5x4 3 1.5x4 1 0 ei co co 0 /- �o 1 14 T j 17 `13 o o M-3x8 M-3x8 u.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S)y ), y J, y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 , y y y 40 00 0-10 ��tO RROp 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 �( ,4 sj�2 SI 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 a and Warnings before construction commences, building component.Applicability of design parameters end proper , . Truss AH 4 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional to re bred to Insure atebii dud09 construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry ng t1' 2' DES Bo.c.and at 10'o.c.respectively unless braced throughout their lenngptth by ,,,,; , dr Y" B S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE, ',7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (i 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. G/OA'� 14 NNS SEQ. : 5 99 27 95 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condieon"of use. �`Y: design loads be no applied n to any rcomponent. 6,Design assumes full bearing at all supports shown.Shim or wedge if A��+p TRANS I D: 403334 5.CompuTrus has control over and assumes no responsibility for the necessary. 7t rT A t.' fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII 11111 In 11111111101 TPI/WTCA in BCSI,copies of which furnished request. MiTekUSA,lnC./ConpuT s Software 7.6.6L)-E lines coincide with joint center lines. 0Do indicate oaFbconectorplte design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 • (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x41KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1012) 2587 3-13=(-136) 307 #1 BC: 2x4'KDDF &BTA SPACED 24.0' O.C. 2- 3=(•3022) 1237 13.14=( -974 3183 13- 4.(-275) 899 WEBS: 2x4 KDDF STAND 3. 4=(-2812) 1094 14-15=(-1050{ 3398 13- 5=(-976) 397 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5.14=( -43) 304 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6.15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 304 NOTE: 2x4 BRACING AT 24"OC UON, FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 0 17.16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(-2812) 1112 9-16=(-269) 899 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 :12=) 30200)) 12442 16.10=(-136) 293 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,M18HS,M16or = Mprek MT series 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'-•10.0" Allowed = 0.111' MAX LL DEFL = -0.246" @ 20'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5' MAX HORIZ, TL DEFL = 0.146' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windfnrce-resisting system and components and cladding criteria. 0-06-08 9-11-11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 19-09-05 10,03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 ,, �4-10-09 ,, 5-01-12 T 5-01-12 4-07-04 4-07 , 5-01-08 Truss designed for wind loads in the plane of the truss only, 10-00 12 M-5x6(S) 6.00 p M-4x6 M-?x4 6 y0.25" M- x4 8 M 4x6 12 6.00 s M-1.5x4 3 0 /\/\/"\ M-1.5x4 L;) o o co coo o M-3x8 M 3x8 b4.25" 0.25' M 3x8 M-3x8 o y M-5 y(S) M-5x6(S) y , 9-06-12 7-00-01 6-10-05 7-00-01 9.06-12 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH3 Scale: 0.1481 N5S�' tG ROPe s, / WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z? J 'T 1; 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 Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2�R E 9t 2.2x4 congression web bracing must be installed where shown+, incorporation of component is the responsibmty of the building designer. w DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at 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 DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '; /ate` P ty 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 59927964.No load should be appied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. A shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, q OREGONY 2� ��N ., 5. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 9CompuTrus hoe no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If © 14 hi fabrication,handling,shipment and installation of components. esessary. 8.This design is furnished subject to the Irritations set forth 7.DesignPlates shall assumes caeduone ohc drainage ioprovis,and ,'�A�` I VIII(VIII VIII VIII IIID VIII IIIIIIIIIIIII TPIIWrCA In BCSI,copies of which wig be furnished upon,request, 8 es coincide ewith joint center Ones.s of truss, placed so their center L1 MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E ate In inches. 10.Digits basic connectocate size r plf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3.13=( -13) 272 SPACED 24.0" O.C. 2- 3=(-3102 1424 13-14=(-2120) 5340 13- 4=( -309) 975 2x6 KDDF #1&BTR T2 3- 4=(-3143; 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 BC: 2x4 KDDF S1ANDR LOADING 4- 5=( 0) 0 15.16=(-2516) 6278 8.14=1 -51) 491 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18.11=(-1204) 2686 7.16=( -596) 200 8- 9=(-2744) 1321 16- 8=1 -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24'0C UON. FOR10-11=(-3111) 1425 17- 9=( -913) 293 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17-18,( -354)293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for nett-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.536' @ 19'- 6.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.975' @ 19'- 6.0" Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' S ,f ,f 'f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 sad duration factor=l.6, 11 �Q Truss designed for wind loads L-05-11 in the plane of the truss only. 6-00 T T 12 M-4x6 12 12 6.00 4.0" Q6.00 6.00 9 ,h( 5 of- M-5x6 M- x8 M- x8 M-5x16 M-3x4 r i eav u; M 1.5x4 �i 0 0 ��� v o o � 13 �� 15 1.6 17 18 ..�w2:: o M-3x8 M-4x12 04.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) y =M-8xJ8(S) y y y y y y y y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 ti) 1410p JOB NAME: POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 4 GINE' 'V WARNINGS: GENERAL NOTES,unless otherwise noted: w g y , u 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a a E { Truss: BHand Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. m 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of ,, 404111.111P continuous sheathing cath es plywood sheathing(TC)and/or dryweg(6C). /"'!!� ,(,� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -� OREGON t„ SE /� 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. ,}� S E Q. : 5992797 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, 4., 4,q ��'\ design loads be applied to any component. and are for"dry condition"of use. a 14_ iy g Plti 6.Design assumes Nil bearing at all supporta shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4It'O F;A LL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I ch will be furnished upon lines 111111 VIII VIII 1111 VIII 11 VIII IIII IIIIMtTTPe USA,Inc./CompuTnas I/WTCA In SCSI,copies of wh(Software 7.6.6(1 L)E request. 10.FFde with joint center lines. orrib sicdcot connector oplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3.12=( -120) 766 9-17=(0) 138 2x6 KDDF #18BTR T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4= -390) 2390 BC: 2x6 KDDF #188TH LOADING 3- 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5.13=( -330) 2050 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL 0.0 +DL( 20.0)= 20.0 PLF 0'- 0.0' TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6= -310) 1738 BC UNIF LL( 50.0) +DL(54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17-10=( -752) 4772 6.15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+OL= 841.0 LBS @ 11'- 8.0" 10.11=( -5482)0 926 16.18=( 8750) 1596 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'• 6.0" 16- 9=( -300) 328 OVERHANGS: 10.0" 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000' @ 0'--10.0" Allowed = 0.083" 9' oc in 2 row(s) throughout 2x6 top chards, MAX TL CREEP DEFL = -0.000" @ 0'•-10.0" Allowed = 0.111- + Laterally brace to roof diaphragm. 9' cc in 1 row(s) throughout 2x4 webshout 2x6 om chords, MAX LL DEFL = 0.401" @ 19'- 6.0' Allowed = 1.954" MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.000° @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 18-10-08 4-10-13 10-03 load duration factor=1.6, Truss designed for wind loads f3-00-12� �-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 in the plane of the truss only. 12 12 12 6.00 6.00 D M-4x6 Q 6.00 4.0" 8 M-5x6 M-3x10 M 3x106 M-5x16�� M•3x4 ii M-1.5x4 f T2 a� M-3x6 0 o 'M-3x8 M 1x12 130.25" M 3x6 0.25"1 .25„i5 16 17 1 o M-5x12 M-1.5x4 8 M18HS-7x14(S) ** M18HS-7x14(S) 11,841# f1384# 9;1p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 0y 1,p JOB NAME :0-POLYGON PLAN 5-B NH - BH1 40-00 0-10 Et) pFi©p ss Scale: 0.1461 ,co GINE 1i„ 4 WARNINGS: GENERAL NOTES,unless otherwise noted: 4, .�/) -r ,..3 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 ' Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f® E 1' 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsidity of the building designer. ,/Y' DES. BY BS 3.Additional temporary bracing to insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at �/� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC)and/or drywallC). 4/; DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requireddwhere shown++ " 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. CC SEQ. : 5992798 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, OREGON , TRANS I D: 403334design bads be applied to any component. and are for"dry condition"at use, 5.CompuTrus hes no control over and assumes no reaponsiNlity for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '9y ',2° ^�- necessary. Q /4, �, fabrication,ishandling,shipment and installation of components. 7 Design assumes adequate drainage is provided. M� ty I y..� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both(aces of truss,end placed so their center ri 1. ch will be urnished upon 1111111111 11110111111111 MITeUSA,lnC./CompuT S ISoftWefef 7.6.6(1 L)E request. 9.10.For lines with joint center lines.plle design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4`KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 SPACED 24.0" O.C. 2- 3=(-4625) 1974 15-16=(•1549) 3653 3.16=(-721) 416 BC: 2x4!I(DDF S1ANDR 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 WEBS: 2x4 KODF STAND LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=) 0) 0 17- 5=(•400) 969 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7.18=(-153) 492 8- 9=(-2797) 1389 21.22=(.1092) 2794 18- 8=(•182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22.23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED10.11=( 0) 0 23-13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13-(-30777) 136M11 2 19.22=(-710) 80715 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,620CS,M1BHS (16 no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -308/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -309/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND 2• Design checked for nett- psf) upl ft at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'-•10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.260" @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466' @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" 13-11-11 12-00-10 13-11-11 T f MAX HORIZ. LL DEFL = •0.122' @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.188' @ 39'- 6.5" 2-09 4-05-12 4-05-12 05-04 6-01 -04 13-04-131 2 03-03 6-03-04 DESIGN ASSUMES MOISTURE CONTENT DOES 2k-03 0 5-05-04 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12-00 '( Design conforms to main windforce•resisting T T system and components and cladding criteria. " 12 M-61x4 12 M-4x65 1M-4x6 6.00 6.00� M-1X8 M-1X4 to a Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ioad duration factor=l.6, M-3x44 -3x4 Truss designed for wind loads v in the plane of the truss only. o + %M-4x43 M 3x8 co 00: 0. M-3x8 ,.. �__ _ o O- N O -. -- eta- -_�8 ---,90,,,4 V ,_,;7 `?ff Q 1 15 16 17 16 9 20 2 22 23 M-5x8 M 3x4 M-3x8 M-5x6 0.2b� M-3x8 M-1.5x4 0 o. o M-3x4+ M-4x10 M-3x4+ 1.89 - M-5x6(S) a 2.75 12 y 12 ), y 3-09-1i, L y y . y y y-05- 0 4-05-12 4-07-08 1T,08-O 6-03-06 6-01-04 5-05.04 6-01-08 > y 0-1y0 2-05-08 11-11 ,2-00 23-07-08 01-10 14-04-08 25-07-08 J, y 40-00 0-10 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 ���G N✓ ��() WARNINGS: GENERAL NOTES,unless otherwise noted: 4?, '�l C '? 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 $I L r Truss:• AH 5 C and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r+"°' 3.Additional temporary bradng to Insure stabil during construction 2.Design assumes the top and bottom chords to be lateral braced at �, stability 2'ox.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ell DATE" 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ {�F�EG© h� it TRANS I D: 403334 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. : 5 9927 99 fasteners are complete and et no time should any loads5.greater than Design assumes trusses areto be used in a non-corrosive environment, 9 O1 f /51P'design loads be applied to any component. 5.ComWTrnend are for"dry condition"of use. � . 6.Design assumes fug bearing at at supports shown.Shim or wedge if /0 Y 14, 2 necessary, 4� fabrication,,has no control over and assumes no responsibility for the handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'F?R"„1„ 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center be famished upon ndde with joint center Ines. IIIIII VIII 11111 11111 VIII VIII VIII Ell MTek USA,Inc./CompuTrus(Softch )were 7 6 6(1 L)-E request. 1lines sricconoa0FFob onectorplte design values see ESR-1311,ESR-1988(MITeW size EXPIRES:12/31I2015 • (I1101IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WH/DDF/Cq=1.00 TC: 2x4 WOOF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9-20=(•264) 807 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-4625 1712 13-14=(-1329) 3653 3.14=(-721) 386 20-10=�-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338` 1292 14.15=(-1028) 2930 14- 4=( -14) 289 10.21= 0) 242 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-2840) 1155 15.16=) -815) 2757 4-15=(-519) 342 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= 1098 16-18=( 0) 0 15- 5=(-337) 969 (-27975) 1177 18.19=( -82) 2776 15- 6=(- 60) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18.19=( -802) 2727 6-18=(-1161) 492 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11=(-3077) 1172 21.11=( -970) 2638 7.19=1 -55) 136 11-12=( 0 42 19- 8=( 0) 216 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 8-20=(-710) 275 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232' @ 16'- 8.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466' @ 18'• 8.2" Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'• 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11 11.11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 7 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 -05-04 1 f f fWind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M•4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M-ix4 M-,9x8 M-ix4 9 Q 6.00 load duration factor=1.6, f _ Truss designed for wind loads in the plane of the truss only. M-3x4 `* 4 10A-3x4 0 `O M-4x4 + 3 CO �, CO M-3x8 '��� - o o� o 1 13 14 15 o 0 0 M-5x8 M-3x4 M 3x8 1617 16 0.251' 20 21 '�2 o M-3x4+ M-5x6 M-4x10 M 3x8 M 1.5x4 M-3x8 0 M-3x4+ a 2.75 1.89 A M-5x6(5) 2-09-12 12 yp y 12 y y y J' y ; , y-05-08 4-05-12 4-07-08 1;08-0 6-03-06 6-01-04 5-05-04 6-01-08 , ,, 0-10 2-05-08y 11-11 ,2-00 23-07-08 0,-10 j, 14-04-08 25-07-08 0 10 40-00 y y 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH4C Bale: 0.1499 ,,es.�0 PROPe 7 /0 45' 9 WARNINGS: GENERAL NOTES,unless otherwise noted: /GIN 'T j 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and is for an Individual {/,j parameters and proper �[ a 9C .Truss: AH4C and Warnings before construction commences. building component.Applicability of design 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. Ate,,ere.„- DES. BY" BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall C. fir, Off~ P ty re 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 5992800 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, {_OREGON w TRANS I D: 403334 design loads be applied to any component. end are for"dry condition"of use. �f L 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at e8 supports shown.Shim or wedge if /Q '9�" 14, 2°\�j^`s fabrication,handling,shipment and Installation of components. Desessary. �1 6.This design is furnished subject to the Irritations set forth 6.Design assumes adequate drainage Is provided. Mac qy'y IIIIII IIIA 11111 11111 VIII IIID II IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon quest. 8 nets cdnddewitth Joint on ant r�tiness of truss,and placed so their center r'7 r'T 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E es. 10.Digits sic onn corplate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12!31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 411&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND3. 4=(-3725) 1660 18.19=(-1439) 3656 4.18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846 1359 .21.22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8.19=( -85) 48 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED10.11=(-3994) 1670 21.10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( ) 22.11=( -80) 536 13-14=(-2863 1308 11.23=(-1427) 576 OVERHANGS: 10.0' 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=) -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' 9-11-11 20-00-10 MAX LL DEFL = 0.381' @ 21'- 6.8" Allowed = 1.954" T MAX TL CREEP DEFL = -0.712' @ 21'- 6.8• Allowed = 2.606' 2-08-08 2-03-03 3-01-04 5-07-13 T-01-02 3-10 MAX LL DEFL = 0.001' @ 40'• 10.0' Allowed = 0.083' -� ( ( f MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-1'2 '2-10-04' 0-0805 2�-01-1�2 5-04-05 2-03-03 3-10-08 MAX HORIZ. LL DEFL = •0.131• @ 39'- 6.5" ( ( �'� T T MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" T 8-00 8-00 f f f DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-5x6(S) 12 12 Design conforms to main windforce-resisting Q 6.00 6.00� M-3x4 M-3x4 12 system and components and cladding criteria. ' M-5x6 =M-4x4 M-4x6 5/ 7 M-1 5x4 9 01"x5" 11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10; (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M 3x4 IA-1.5x4 load duration factor=1.6, 3 4 c Truss designed for wind loads 0 ,� M 1.5x4 in the plane of the truss only. r` o+ N o M 3x8 ��-- �'� s C7 0 1 -=fir^^ 18 t.-- . 23 1 o o 0 o 20 21 M-5x10 M-3x8 0.25z'� M-3x8 M-3x8 0 M-3x4+ M-6x10 ;' M-3x4+ M-4x12 a 2.75 1.89 - 12 12 y )' y y J' y y y 2-00 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-1y0 2-00 11-11 ,,2-00 24-01 y10 13-11 26-01 y y y y 0-10 0-10 40-00 JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 D e �� PROP �� NE- 5<2 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 ir 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and is for an individual $0 E Truss: AH 3and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 4 �,/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 drywat �`(6C). •"�"!a"' " DATE: 7/11/2014 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON <,/ 4.No load should be applied to any component until after ae bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 4, lkA. SEQ. : 5992801 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, G.., '1!'q� ��N A design loads be applied to any component. and are for"dry condition"of use. Q 1 t� P, 6.Design assumes fud bearing at all supports shown.Shim or wedge if T TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for thenecessary. il'fe ([ fabdcadon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rnished upon ncide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTPe SAlnlIna/CompuTrus ISOftwerefo7.6 6(1 L)Z request. ines 9.Digits 0.IFForr basic coonnectoropla a design values see ESR-1311,ESR-1988(MiTeW ' zef plate In EXplRE5:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1267) 3488 15- 3=( -161) 663 21-12=10) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-4158) 1554 15.16=(-1098) 3045 15- 4=( -173) 353 3- 4=(-3725) 1463 16-17=(-1145) 3656 4-16=( -192) 258 TC LATERAL SUPPORT <= 12.00. UON. LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2846) 1133 17-19=(-1245) 4109 16- 6=1-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162) 3686 7.17=( -85) 56 NOTE: 2x4 BRACING AT 24'OC UON. FOR 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9.20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=1-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10-21=(-1427) 518 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21=( -266) 918 C nnect8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16(Or = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner 2.00' 0'- 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -236/ 1775V 0/ OH 5.50" 2.84 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 = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207• @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-12 0-01-071, 0-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 , Design conforms to main windfodingresisting 1 1 system and components and cladding criteria. 12-08-08T 2-08-05 01-11 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) 6.00 M-5x65 ( ) 1 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M- x4 M-15x4 6 0 5" =M-4x4load duration factor=l.6, > to 1 Truss designed for wind loads M-3x 4 0/? A + T \ NN in the plane of the truss only. o1.5x4 coM-3 - Alk 7 N o41O) 7M-5x10M'3X6 171619 1 4 p 0 o M-3x4+ M-6x10 0.25" M-3x8 M-3x8 0 a 2 75 1.89 v M-4x12 M-5x8(S) 12 y , 12 y ), > y y y , y2-00 , 5-06-12 6-04-04 1 y00-12i. 9-03-04 8-02-04 7-06-12 o-1y0 2-00 11-11 ,,2-00 24-010,-10, y y y 13-11 26-01 0-10 40-00 y )- 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH2 sale: 0.1550 5'S(<•\. PRO 'S WARNINGS: GENERAL NOTES,unless otherwise noted: C? �s� 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 E t {/ -v9 �W y Truss: AH2 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibmty of the building designer. •,a/y DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecting such vely unless braced throughout their length by conDATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridginsheathg or lateral bracing required sheathing(TC) wh re eCshown+d+` IIIBC. �„ WOW' 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. ve i SEQ. : `5992802 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "p;, OREGON �(/ design loads be applied to any component. and are for"dry condition"of use. '1 0+\ TRANS I D: 403334 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 O 14, 2 `}s fabrication,handling,shipment and installation of components. necessary. provided.s :7 t-�t f 1'�y 6.This design is furnished subject to the limitations set forth by 8.Plates shall assumes e locaateduon both drainage cesiof truss,and placed so their center ri r'1 t 4• IIIIIIIVIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,lnc/CompuTrus I/W7CA In BCSI,copies of which SORWare 7.6.6(1 L)-Z request. 1 .For basic connector plate design values see ESR-1311,ESR-1988(MiTek)coincidelines joint 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3-15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17.18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(.2954) 1272 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 40'- 0.0' V 7- 8=(-12464) 5012 19-20=(-4110 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0' V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9.10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 250.0 +DL 70.0)= 320.0 LBS @ 6'- 0.0' 10-11=( -6516) 2378 18- 8=( -114 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL250.0)+DL1 70.0)= 320.0 LBS @ 34'- 0.0' 11.12=( -6230) 2234 8.19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0' 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at �COND. 2: Design checked for net(-5 psfl uplift at 24 "Sc s0acing.( 9' oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0' Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.565' @ 16'- 4.5' Allowed = 1.954' + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074' @ 16'- 4.5' Allowed = 2.606" MAX LL DEFL = 0.000' @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.000' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, 5-11-11 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 28 00 10 T T loadsduuration rationdfactor loadsl.6for wind 2-09 3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12 in the plane of the truss only. • f ' 320# ' f T f T 1320# 12 12 M-7x8(S) 4 6.00 6.00 M-4x10 x M 3x10 M-5x6 y M- x8 M 6x4 M �x4 0 q5 y o y k - * M-1.5x4 %M-4x4Or 3 C') oo "o M-3x10 ---"'"I.----111- P1411111_/- CI 1. � � -' -� v ill /-c o I !'- 14 15 16 17 4 18 y 20 .--'1%.%3 o M 6x8 M-4x10 =M-4x4 :=1,A.10x10 0.25' M-4x10 M-3x8 0 0 o M-3x4+ M18HS-7x14 M-3x4+ a 2,75 M-3x4+ =M-8x8(S) M-3x4+ 12 2.75 0 yp 2-11-041, 1, 12 ,, y y y y -05-0Et 4-06-12 4-05 -0 9-02-04 9-00-08 5-04-12 y ),2 0j, y 01-1p 2-05-08 11-11 2-00 23-07-08 Q-1p 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-6 NH - AH1 Scale: 0.1548 ����/0(1►v R�'0 WARNINGS: GENERAL NOTES,unless otherwise noted: @✓ ,{ ( C 'fir,,,,, 1.Bulkier and erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown and is for an individual ``jjj ®• G Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters end proper J ' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibiRy of the building designer. /! 3.Additional temporary bracingto insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at � ,,, rnpo rYy 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). ,/"v' -' Cr DATE: 7/11/2014 tiro overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON �C/ 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. : 5 99 2803 fasteners are complete and at no time should any barb greeter than 5.Design assumes trusses are lobe used In a noncorrosive environment, pL "'7 2.°1�` 1 design loads be applied to any component. and are for"dry condition"of use. '�O .4 y 14_ ty,T- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'oesigna ssumes full bearing at all supports shown.Shim or wedge if ry �,S fabrication,handling, pcomponents. 7.Design s assumes adequate drainage is provided. �EA EAR10... shipment and installation of 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111 iPIIWTCA In SCSI,copies of which ft furnished upon request. 9. nes. linescoincide siz joint of plate center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0° IC: 2x4 KDDF CATION LOAD DURATION INCREASES = 1.15 ICOND, 2: Design checked for net(-5 psfl uplift at 24 "on spacing.1 BC: 2x4 KDDF g18BTRSPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12"OC. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M = MiTek MT series Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T 12 T t 12 6.00 4 6,00 HM-4x4 3 1 1 W O N co 2 o„,— 4 -i O O V O1 ///////////////////////////////////////////////////////////////////// o � M-3x4 0 M-3x4 y 0-10 y 9-06 y 1, 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl O PNo Scale: 0,6187 fci�..,0 GM 6�0 WARNINGS: GENERAL NOTES,unless otherwise noted: / / PE61 1- Cl1.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 i" r7{/ �Y Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,/ . DES. BY: BS 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at l! 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 DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywal BC). 40,000." 9 3.2x Impact bridging or lateral bracing where shown++ -'r"�' , 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. S EQ. : '5992804 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, y� {_OREGON <l/ TRANS I D: 403334 design loads be applied to any component. end are for"dry condition"of all 9 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 Q y 14. 2b y'— fabrication,handling,shipment and installation of components, necessary. provided. j� ty 1. R)1 fabrication, 6.This design is furnished subject to the Imitations set forth by 8.Plate7. sshallbe located assumes non both facesiof truss,and placed so their center '* r1 4�" `_ 1111111111111111 TPIANTCA inwhich request. lines coincide with joint center lines. MiTekSAlnc Inc./CompuTrus Software 7.6.6(1L)E 0For Digits icsize ofppltIn inches.basic at erplate entvalues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252 1166 3- 7=(-283) 205 TC: 2x4 KDDF R1BTR SPACED 24.0' O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 BC: 2x4 KDDF #1&BTR 3- 4=(-1216) 326 8. 6=(-246) 1169 4- 8=(-101) 450 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1218) 339 8- 5=(-287) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 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: 10.0' 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ** For hanger specs. - See approved plans0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for Hell-5 psf) uplift at 24 "00 soacinq.l M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037' @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8' Allowed = 1.306' MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. 10-03 10-03 conforms to main windforce-resisting T system and components and cladding criteria. 5-03-14 4-11-02 4-11-02 5-03-14 ff 'fiT Wind: 140 mph h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 4 6.00 load duration factor=l.6, 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. i ' 1111111plip: M-1.5x4 M-1.5x4 In 4 O (h O O FF _�r� C 00. 70.25" M-3x4 M-3x4 O M-3x4 M-5x6(S) 1' y y 6-05-11 y 7-00-03 7-00-03 y y y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2 0) '4NSScale: 0.2933 Q JR WARNINGS: GENERAL NOTES,unless otherwise noted• 1.. 457 0 for 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 Individualtt- A• E Truss• and• arnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction2•Design assumes the top and bottom chorda to be laterally braced et 1eo� o.c,and at 10'o.c.respectively braced throughout their length by ��'' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON (L/� 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. S E Q• : 5992805 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, 4 4 2�� design bads be applied to any component and are for"dry condition"of use. Q 14, 1- 8.Design assumes fun bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over end component no responsibilitynts for the Designne s �FR'A ILA- 6. handling,shipment and Installation of components. 7. sumes adequate drainage Is provided. S T This design A ini Burns e sofwhich will Imitations set opo request. a Pols csh shall bee located joint center on oRaces of truss,and placed so their center 1101111111111111011111 VIII III MITek USA,lnciCo copies of s Software furnished1L)-E 10.Digits to connectorof etdesign values see ESR-1311,ESR-1998(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1.5=(-127) 422 3-5=(0) 214 2x6 KDDF#1&BTA Ti SPACED 24.0" O.C. 2.3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF#1&BTA 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0' -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. checked for net(-5_psi') uplift at 24 "Sc'oc spacing.' M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0. MAX TL CREEP DEFL = 0.000' @ 11'- 0.0" Allowed = 0.111"' Connector:plate prefix designators: MAX TL CREEP DEFL = -0.012' @ 15'- 9.0" Allowed = 0.572' C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" M,M20HS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" 6 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 =M-4x4+ 12 6.00 - 1 6.00 i M-4x6- 0 L 4.4 M-3x4+ 1 c, O ' M-3x6 5 - q 0 y M-3x6(S) y M-1.5x4 M-3x4 y 11-05-08 15-09 y y y y 4-09 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 C. to GMT s,�r WARNINGS: GENERAL NOTES,unless otherwise noted: CJ I 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 4C 7,0G®a Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsidIty of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f 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 DATE '7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r, Po dY 9 3.2x Intpect bridging or lateral brasng where shown++ a. M SEQ. : 5992806 fasteners are complete and at no time should any 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. 3,'L OREGON U✓ loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 403334 design loads be appiled to any component, and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if Q Y 7 d. _ � fabrication,handling,shipment and Installation of co necessary. provided.s �`'c�t•-� 1 �t1y.,. 6.This design Is furnished subject to the Imitations set forth byd 8.7.Plates shall assumes located onebdoth drainage of truss,,and placed so their center `r'7 rl I L," JIIJII VIII VIII VIII VIII VIII VIII IIII IIIITpIANTCA In BCSI,copies of USA,Inc./CompuTrus 9 iSoftwa furnishedch will be 7.6.6(1 L)-Z guest. 9. MiTek 10.For basic cot connector rplatetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 42 2-5=(-40) 429 5.3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-574) 113 5-4=(-40) 429 3-4=(•573) 124 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -96/ 594V -50/ 57H 5.50" 0.95 KDDF 625) OVERHANGS: 10.0" 0.0' LL = 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50' 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'•-10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ O'-•10.0' Allowed = 0.111° MAX TC PANEL LL DEFL = 0.026' @ 8'- 6.3" Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5' T 1' DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 1990 AT TIME OF MANUFACTURE. 6.00 IIM-4x4 4 6.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. �1411111 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration fforowil6, Truss designed for winddloads in the plane of the truss only. M O M O x7 Ch M O c?/- � �1 O /- o� 1 5 4 ** O M-3x4 M-1.5x4 M-3x4 1, ,1 1, 5-10 5-10 y y 1, 0-10 11-08 veto PRpPe�S/ JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 �, !GP ty p WARNINGS: GENERAL NOTES,unless otherwise noted: 45/ R,j r [,�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 Q: """>>>' A w FF"E and Warnings before construction commences, building component.Applicability of design parameters and proper '.y,r T 1'U$ E 2 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibilty of the building designer. �*+" " 3.Additional temporary bracingto insure stall during construction 2.Design assumes the top and bottom chords to be througyhout braced at mpo ty 2'o.c,and at 10'o.c.respectively unless braced throughout their length by - DES. BX: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " -' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Yif, �� �� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. tx Jo SEQ. : 5992807 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Ah design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. �i0 " 1 .0 TRANS I D: 403334 necessary. 1, fS 6.Design assumes full bearing et all supports shown.Shim or wedge if /�,� ti4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ch wit be furnished n lines coincide vrith joint center Ines. IIIIII VIII VIII VIII 11111 VIII 1E1 IIII IIII MTtTPI/WTCA in e USA,InCJCompuTrun iSoftware 7.6.6(1 L))-E request. 10.Digits b siciconnectoroplplate etdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall DON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for 5-10 5-10 complete specifications. 12 12 6.00 IIM-4x4 .. :::16.00 f— 3 0 el 0 ci c3 2 4 ov.— v —/o o a� o 1 / ////////////////////////////////////////////////////////////////////////////////////////// 5o M-3x4 M-3x4 k i, 0-10 11-08 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 `,.. ��yOs, WARNINGS: GENERAL NOTES,unless otherudse noted: C;T GINE(T il �i El 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual 2 Truss: E I and Warnings before constuction commences. building component.Applicability of design parameters and proper �L f A _ t 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the rector.Additional permanent bracing of continuous o.c.and at 1 a o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC. 4 � Po^ tY g 3.20 Impact bridging or lateral bracing where shown++ 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. OREGON SEQ. : 5 992808 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 5'� A_ s. design loads be applied to any component. and are for"dry condition"of use. / -."7,9p, O, TRANS I D: 403334 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 Q - 14' 2 Ty� fabrication,handling,shipment and installation of components. necessary. s p `. ,ry f 7.B.This design is furnished subject to the Initations set forth by 8.Platesshallbe locateadequate d on both facesi of truss,and placed so their center R(1"-�"V IIII)VIII VIII VIII VIII VIII VIII IIII IIIIMiTPek USA nInc./CompuTrussI,copies of Ich Soft Il be furnished upon ware 7.6.6(1 L)-E request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1968(MiTeW lines coincie with jint center lines. 9 Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=)-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12"0C. UON. TC UNIF IL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BBS AREA BC LATERAL'SUPPORT <= 12"0C. UON. BC UNIF LI( 231.2)+DL) 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50' 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing./ ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4' Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = •0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-0 3 T 2 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1,5x4 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factorl.6, Truss designed for wind loads in the plane of the truss only. M 0 4 O c, I�/- 1004 **TIIIII111.111114441I CD M-5x16 M-3x10 y ), ), 5-08-04 0-03-12 I I 6-00 Scale: 0.5462 ``j�.""o PROFeiS' JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD GINE' , WARNINGS: GENERAL NOTES,unless otherwise noted: 44 / '�, 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 4 O E wt'` Truss:' Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to insure stabii duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at DES. B,Y: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively aunless braced throughout their by continuous sheathing such as plywood sheathing(TC)and/or drywall C). 'am DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ • `i SEQ. 5992809 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. OREGON ^I/ 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, design loads be applied to any component. and are for"dry condition"of use. 45© 1�, 1�(' 2-1 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes lot bearing at all supports shown.Shim or wedge if {yi fabrication,handling,shipment and installation of components. ry. �^'C�jf rr•-�� y 7.n Design assumes adequate drainage Is provided. '""r'i f-1 4-�" 6.This design is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 11111 11111 11111 11111 11111 11111 IIII IIII TPIANTCA In BCSI,copies of which )orequest. 9.Digits MITe USA,Inc./CompuTrus Software 7.6.6(1Lf lines coincide lines. FFor baconncto plate design values see ESR-1311,ESR-1988(MiTeW EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4€KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8'RDDF 111&BTR WEBS: 2x4'HOOF STAND LOADING 2.3=( -10) 5 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0' 175/ 841V 0/ OH 5.50' 1.35 KDDF 625) will have 1.5" max. nail penetration. '' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND, 2: Design checked for heti-5 psfl uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TO PANEL TL DEFL = -0.097' @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2' T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 3 Design conforms to main windforce-resisting system and components and cladding criteria. , Wind: 140 mph, h=20.7ft, 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 O 4 O M ,4111101111 m (`7 ,- I/" JIoF- � 4O M-5x16 M-3x10 '* y ), ), 5-08-04 0-03-12 J, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD 6. Scale: 0.5462 „1DPRO, 5 GIN4 - sr 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 tr e `O Truss: F2-GIRD end Warnings before construction commences. building component.Applicability of design parameters and proper III E r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. J/° DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at // is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such es plywood sheathin and/or drywall(BC). 00' • 4.No load should be a ed to anycomponent 9 3.2z Impact bridging or lateral bracing required where shown++ pe until as bracing and 4.Installation of truss is the responsibility of the respective contractor. `,, SEQ. : 5992810 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, OREGON b, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "9, ,,c, 14 � ^,- fabrication,handling,shipment and installation of components. necessary. provided. /:L�A �`y, 6.This design Is furnished subject to the irritations set forth by 8.Platesshallassumes e locategd adequate drainage of truss,and placed so their canter "`r7 rl L-,"' (VIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTPe SA,Inc./Co PUTrus Software 7.6.6(1L)En request 0coincide ewitint center 1Deiidicoplateob to design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.I TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF p16BTR SPACED 24.0" O.C. NOT EXCEED 19`k AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+OL( 7.0) ON TOM CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connectorplate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,t:N18 (or no prefix) CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON, BOTTOM CHORD CHECKED FOR 10PSF 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 4-04-08 4-04-07 complete specifications. f 1 T 1212 6.00[77- Q 6.00 I i M-4x4 3 i i 0 m 0 cu 4 co cO o/— O off ��///////J//J//l//l//////////////////////I////l///////////////////// o M-3x4 M-3x4 y ), ), 0-10 8-08-15 Scale: 0.6079 NC? Ct N E �� JOB NAME : POLYGON PLAN 5-B NH - G1 0q- WARNINGS: GENERAL NOTES,unless otherwise noted: t4 Iii �lr 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual so E Truss: G1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at mpo rY ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their le�th by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _„, DATE' 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p OREGON �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. �/ SEQ. : 5 992811 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,i_ TRANS I D: 403334 u 1„ design loads be applied to any component. and are for"dry condition"of use. Q y 14, �� .* 6.Design assumes full bearing at all supports shown.Shim or wedge if /�,� 5.CompuTrus has no control over and assumes no responsibility for the necessary. : , A'�",. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 Swhich )orequest. size MTe USA,InaCompuTrs Software 7.6.6(1Lf 0lines coincide alor Digits connector plte design inches. see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 4 ' BC: 2x4 KDDF ',ABTA SPACED 24.0" O.C. 2.3=)-63) 29 22 0 42 4-(D) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) Connector plate prefix designators: 5'- 0.2" 0/ 64V 0/ OH 5.50° 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) M,M2OHS,N18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005' @ -1'- 2.2" Allowed = 0.158" MAX TO PANEL LL DEFL = 0.037' @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000' @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2' 4.00 E 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 N to M - - 0 os- - - 1 2 4-<,.. n' y y y 1-02-04 'PROVIDE FULL BEARING; t 4 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 �� tGpNOpess/,,q� WARNINGS: GENERAL NOTES,unless otherwise noted: 1 4) 1. /�r� 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`{�, al. r,. Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper yL 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibilty of the building designer. -' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/r *r+" DES. BY: BS 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 ��. the overaN structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere shown and/or drywall C. � DATE: 7/11/2014 Po ldY 9 3.2x Impact bridging or lateral bracing where ++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, .. design loads be applied to any component. end are for"dry condition"of use. * 1 -s. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /Q 9 y 14, 2. "k' fabrication,handling,shipment and installation of components. 7.Design assumes s p R A`����- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locateeduoneboth i faces of of truss,and placed so their center lines coincide with IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII will be furnished upon MTTPI/WTCA In BCSI,copies of e USA,Inc./CompuTr sShoftware7.6.6(1L)-E request. 10 For asicconnectorplatedesignvaluesseeESR-1311,ESR-1988(MaTelr)o int center Ines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 OMMIIMMEMM IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) IC: 2x4KDDF Al&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k1&BTA SPACED 24.0" O.C. NOT EXCEED 1996 AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12'0C.-UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CoepuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,MI8HS,M16 = Wok MT series LL = 25 PSF Ground Snow (Pg) (Alload duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF 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. 12 4.00 C .- 3 0 0 _gad! u., N 2 0 M-3x4 1, y y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Scale: 0.7728 5�f'�0G N p�y`�s/' WARNINGS: GENERAL NOTES,unless otherwise noted: ^T G2 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 �' ® E Truss: G2 and Warnings before construction convnences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instetiad where shown*. Incorporation of component is the responsibiity of the building designer. +' 3.Additional temporary bracing to Insure stability during construction 2.2'Designc. assumes the top and bottom chords to be laterally braced at DES. BY: BS 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). '4/1°'' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 'CC 4.No load should be applied to any component until after at bracing and 4.installation of truss is the responsibility of the respective contractor. Yy P OREGON�t 4(/ SEQ. : 5992813 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 30 �` 14, 2•° `YY TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Dnesssassumes full bearing at all supports shown.Shim or wedge If r� fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage Is provided. ,F7 R 11.-`'-V 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center 111111111111111111 which furnished request.upon MTe USA,Inc./CompuTrus Software 7.8.8L)E ccon� Ines. 9. design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 • IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1.4=(-44) 58 2.4=)-233) 166 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00" 0.47 KDDF 625 Connector plate prefix designators: 7'- 1.5" -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checked for net1-5 gsf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5' Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202' @ 3'- 5.7' Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000' @ 6'- 7.7' 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000' @ 6'- 7.7' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 011 2 load duration factor=1.6, Truss designed for wind loads LI, in the plane of the truss only. In CO 0 cu I-- , o/ c, ljrilijllir 0 o� 1�� 14 M-3x4 M-1.5x4 ), ), )- 6-07-12 0-05-12 ), .)- 7-01-08 7-01-06 JOB NAME : POLYGON PLAN 5-B NH - G4Scale: 0.5588 ,c,ik R Ore s, WARNINGS: GENERAL NOTES,unless otherwise noted: 4C di //w "Y� �± 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4(J 1.•• `• E f Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper LLLL 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: BS s the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po rdy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,.-." m .1� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ q SEQt1 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON . : 5992814 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, ,L .,. 1t �� design loads be applied to any component. and are for"dry condition"of use. .��,,. 2� �_{. I. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if •O 14, T fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • �,`"'� I IIIIII VIII VIII VIII VIII VIII IIID IIII IIIITPI/VYTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 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) EXPIRES:;12/31/2015 ir- IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' ICOND, 2: Design checked for net)-5 psf) uplift at 24 "pc spacing.' TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 DESIGN MOISTURE CONTENT DOES BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. NOT EXCEED ASSUMESS AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M- end truss on continuous bearing lsUON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ref1en2 r or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 --/ 4.00 0 IMIIIIIII Li, 0 N 1 00� 8 III 3 M-3x4 3, 1, 5-01-08 JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 � ROPe ���`R�G�N E sf WARNINGS: GENERAL NOTES,unless otherwise noted: r 1.Builder and erection contractor should be advised of eN General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 ' •C�.0 E �91.` G5 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Incorporation of component Is the responsibilly of the building designer. /J 2.2x4 compression web bracing must be InstsNed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ 'Cr 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. -y OREGON to SEQ. : 5 992815 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 403334G is ��` design loads be applied to any component. and are for"dry condition"of use. / 'Q- _2\ h-t,. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.Shim or wedge If © 14 i_ necessary. 1. fabrication,handling, shipment and InstaNation of components. 7.Design assumes adequate drainage Is provided. SC;F.�r FM- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both laces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. Fs nes coincide ae with joint center Ines. 9.Dieoindt size ofplate in inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1g88(MiTek) EXPIRES:12/31/2015 I • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 50 2.8=(0) 0 2-3=(-366) 181 3.4=(-259) 116 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=(-189) 85 DL ON BOTTOM CHORD = 10.0 PSF 5-6=(-105) 55 OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 6.7=( -42) 19 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.] 7-09-12 12-01.03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL4/180 MAX MAX TLCHEEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX IC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596' 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19h AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.0017 ( system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads M-3x6(S) o in the plane of the truss only. 0 3 co O o 1 10111141e1.1.11.1111.11111111.11111.11111.1.11111111.111111.111111.1.111.11111. 0 8� -/ M-3x4 0-10 6-00 13-10-15 IPRGVIDE Fl B ARIN 'It8'2 9 ,4 5 a 7I JOB NAME : POLYGON PLAN 5-B NH - J10 sale: 0.2814 '.,:<• � ,0PROre CHINE �y tS'S,/d WARNINGS: GENERAL NOTES,unless otherwise noted: /ll '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 ( 17 1--- Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 1,"92441 E 2.2x4 compression web bredng must be installed where shown+• Incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the res nerd continuous sheathing such as plywood required in ere n and/or drywall(BC). �,,�',Alm,. 4 po Ilty of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 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. 0; SEQ. : 5 992816 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, ' �J OREGON LlI TRANS I D• 403334 design loads be applied to any component. end are kr"dry condition"of use. 201 ��, ' S.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full beating at all supports shown.Shim or wedge if Q /4, fabrication,handling,shipment and installation of components. necessary. ,{ 8.This design is furnished subject to the limitations set forth 7.DesignPlates shall assumes adequate drainage is truss,a � Cf A`4� 11111111111111111 TPIIWrCA in BCSI,copies of which wit be furnished upon request. 8.lines coincide ewith joint centerboth faces n s of truss,end placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.Forrib sicindicate connectorplf atete in inches. e design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=(0) 0 SPACED 24.0' O.C. 2.3=(-327) 162 BC: 2x4 KDDF #1&BTR 3.4=(-220) 97 LOADING 4-5=(-154) 70 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0 +DL 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 BC LATERAL SUPPORT <= 12"OC. UON. ) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'-'- 11.2' -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -144/ 295V 0/ OH 1.50' 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7' -51/ 104V 0/ OH 1.50' 0.17 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083° 10-01-157-09-12 MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030' @ 3'- 7.4" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" :' MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 Design conforms to main windforce-resisting 12 a system and components and cladding criteria. 6.00 Wind: 140 mph, h=23"7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat"2, Exp.B, MWFRS(Dir), sad duration factor=1.6, 4 Truss designed for wind loads d, in the plane of the truss only. M-3x6(S) o • 0 0 00 0 1 7 M-3x4 0-10 6-00 11-11-11 (PROVIDE FULL BEARING•Jts'2 7 3 4 rT6I JOB NAME : POLYGON PLAN 5-B NH - J909 scale: 0.307 �C ' f3 N `r�'p AL 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 end Is for an individual rt' 4.4 E Truss: J9 and Warnings before construction commences, building component.Applicability of design parameters and proper _,,.% 2.204 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the bdlding designer. ,,/' V" 3.Additional temporary bracingto insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at J mpo rystability 2'o.c.and at 10'o.c.respectNeN unless braced throughout their le th by DES- BY: BS is the responsibility of the erector.Additlonel permanent bracing of continuous •sheathing such as plywood sheathing(t'C)and/or drywalllC). rAPIP.. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �� 4.No load should be applied to any component untl after all bredng and 4.Installation of truss is the responsibility of the respective contractor. �7' ,{. SEQ. : 5992817 fasteners are complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used in a non-corrosive environment, G., '7,4 1 and are for"dry condition"of use. Q 1[�., 2.°re), i1�T design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if V S" TRANS I D: 403334 5.CompuTros has no control over and assumes no responsibility for the necessary. �/� ILL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. 6.This design Is furnished subtect to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111VMTe SA,lnCl/WTCA in SI,copies puT s which wit re 7 6 6(1L)-E request. O.lines basic connector plate design vsize of plate In alues see ESR-1311,ESR-1688(MiTep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2.3=(-287) 142 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 3.4=(•184) 79 BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=(-106) 58 DL ON BOTTOM CHORD = 10.0 PSF 5-6=( •44) 20 OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: Snow ( C,CN,C18,CN18 or no prefixLL = 25 PSF Ground Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( p ) = CompuTrus, Inc0'- 0.0" -23/ 353V -61/ 265H 5.50' 0.56 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2° 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -108/ 226V 0/ OH 1.50' 0.29 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7' -15/ 32V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net1-5 osfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' 6 MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4' Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9' DESIGN NOT EXCEED U19%ATITIME EOFOMANUFACTURE. 12 , Design conforms to main windforce-resisting 6.00 D system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, 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 o in the plane of the truss only. 00 3 rjl AG 0 o 1 -/ M-3x4 1, ), ), ), 0-10 6-00 9-11-11 )PRONTO Ft B ARIN.•Jts,2 7 4 5 61 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 ,c0's �N ��`.O./ A� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 0 "r/ 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual �. 7 92P 9 Tr ii ss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper • LLLL 0 hh"E r 2.204 compression web bracing must be Installed where shown u. incorporation of component is the responsibility of the building designer. DES. BY BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywal C). Y,,,+�`, 4r. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ 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. OREGON SEQ. : 5 992818 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, if, �� design loads be applied to any component. and are for"dry condition"of use. �{� TRANS I D: 403334 5.CompuTrus has nopcontrol over end assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if .7 .7./�� " 2� T fabrication,handling,shipment and installation of components. 7.necessary. provided.s R ry 1`: , �+. 6.This design is furnished subject to the Imitations set forth by 8.PlateDesisshallbe located assumes gon both facese of truss,and placed so their center �'7 rl 1 i-`'-V ch will be furnished upo lines IIIIII VIII VIII VIII VIII VIII IIID IIII IIIIMiTPI/WTCA in e USA,lnCSCO puT us I,copies of )Software 7.6.6(1L)-En .6.6(1LEn request. 10.For basic cooe with n ectoroint center lines. plate design values see ESR-1311,ESR-1988(Wok) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&B22 2-3=( )TR SPACED 24.0' O.C. 3.4=(-148) 161 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50' 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 625) 13'- 11 .7' --51/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND 2 Design checked for net(,F osfl uplift at 24 "ox s cps ins I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4' Allowed = 0.397" 5 -/ MAX TO PANEL TL DEFL = -0.052' @ 2'- 11.9" Allowed = 0.596' �� MAX HORIZ. LL DEFL = -0,003" @ 13'- 10.9' MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 l7 4 system and components and cladding criteria. �0 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads .6, v in the plane of the truss only. 0 3 N. V) 0 it 1Wgi 0=1.16=. - 8 M-3x4 , ), y )' 0-10 6-00 7-11-11 (PROVIDE FULL BEARING'tts'24.5I JOB NAME : POLYGON PLAN 5-B NH - J7 stDPROPt Scale: 0.3795 Oj GIN • WARNINGS: GENERAL NOTES,unless otherwise noted: f'C/ / 1.17:- Truss: � 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and is for an individual G` 7 92.0 E .11" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 7 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.2Do assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of c'n inc.end at i a' in respectivelysuchsdss braced(TC)and/orut dr walr t(B by continuous sheathing as plywood sheathing(TC)and/or drywall(�C). �'�. DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tri NI 'CC 4.No bad should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5 992819 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, z1.-- 2-°'\D' design loads be applied to any component. and:eat:."dry full bearion"ng of use. /© 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Desiaumes NW bearing el all supports shown.Shim or wedge If 11 f nece �`'p t-� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. '* 4 r1 I I-`'• 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 request MTe USA,lnC./CompuT s Software 7.6.6(1L)E 10. coincide lines oau basic connector ctorpla design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" TC: 2x4 KDDF #1&BTRIBC 2012 MAX MEMBER FORCES) 42 2.6/)O( 0q=1.00 LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-208) 105 2.6=(0) 0 3-4=(-102) 46 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connect8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7' -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-5 psfl M uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' 5 MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9' Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 1996 AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 . Truss designed for wind loads CD in the plane of the truss only. 11 to ca o/- Tr mi 0 M-3x4 .k ) y 1, 0-10 6-00 5-11-11 PROVIDE FULL BEARING;Jts'2 6 3 4 51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 `5��'RN�►ry PR0F�St9>�- WARNINGS: GENERAL NOTES,unless otherwise noted: 45? "v C 1.Bulkier 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 �. ff�t q 1-- Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper C�.R E 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responaibitty of the building designer. 3.Additional temporary bracing to Insure stabiity dudng construction 2.Design assumes the top end bottom chords to be laterally braced at /,,�/� DES. BY: BS2'o.c.end at 10'o.c.respectively unless braced throughout their length by �y . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ d" ' 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. OREGON SEQ. : 5992820 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I. � TRANS I D: 403334 design loads be applied to any component. 6.and gre for aseumryes fulldition"beadn of at use. I supports °1 y� 5.CompuTrus has no control over and assumes no responsibility for the Designg shown.Shim or wedge if Q 1 t}, S T' fabrication,handling,shipment and installation of components. 7.necessary. provided.s l , R`L-'0' 6.This design Is furnished subject to the limitations set forth by 8.Plates sn hall bbe locatemes d uoneboth drainage of truss, nd placed so their center '✓f CFl V of ch will be furnished lines de with IIIIII VIII VIII 11111 111 11111 VIII III MTek USA,Inc./CO CA in BCSI,copies pUT 91Software 7.6.6(1 L En request. 10.For basic co nectoroint center lines. plate design values see ESR-1311,ESR-1988(Wok) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 III 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2-5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3= 99 3.4=I .76) 34 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9" Allowed = 0.397" -/ MAX TC PANEL TL DEFL = -0.048' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 /A MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), l0 Truss designed for wind loads .6, �( o in the plane of the truss only. 0 co c /- yr o� 1 5t=� -/ o M-3x4 i, i, y y 0-10 6-00 3-11-11 JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 c,�*' tG NE `S✓ip p WARNINGS: GENERAL NOTES,unless otherwise noted: {C/ I 'Sy 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual C'♦� 'G�2 ill E c and Warnings before construction commences. building component.Applicability of design parameters and proper ,/ Truss: J 5 2.2x4 compression web bracing must be installed where shown I. incorporation of component Is the responsibility of the building designer. mss- /! 3.Additional temporary bracing to Insure stability during consWction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bredng of 2'oc.and at 10'o.c.respectively unless braced throughout theirth by continuous sheathing such as plywood sheatNng(TC)and/or drywallC). ."'"�;' "' DATE: 7/11/2014 the overat structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ ! Q 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. A/'_OREGONts. i, SEQ. : 5 992821 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, �L ", Z N '` TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ••Uoi. 4), 14 5.CompuTrus has no control over and assumes no responsibility for the 8.nDe Bgsae saumes full bearing et all supports shown.Shim or wedge If � fabrication,handling,shipment and Instalation of components. 7.Design assumes adequate drainage is provided. R R`I-V- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ndde with joint IIIIII VIII VIII VIII VIII VIII VIII IIII(III MITe USA,InaIANTCA in SCorrtpuTf s I,copies of (Software 7 6 6(1 L)E ch will be furnished upon request. 09..Foralines s c coot size roplate desrign inches. see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0/1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-126) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=( -64) 25 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 10.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'. 0.0' -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connect8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'• 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,MISHS,Mor = MiTekprMT series 5'- 11.2" -142/ 337V 0/ OH 1.50' 0.43 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -13/ DV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked for net1•5 osf) uplift at 24 "so spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ O'-•10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" 12 MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" 6.00 MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596' MAX HORIZ. LL DEFL = -0.001' @ 5'. 11.2" '' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. f Design conforms to main windforce-resisting ) system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C:, load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. co o,L v ASc. o� 1 y 5►1 M-3x4 y y y 1, 0-10 6-00 (PROVIDE FU BEARIN";Jts•2 5 3 4I 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 ��` GPRoPeA, WARNINGS: GENERAL NOTES,unless otherwise noted: C9 I 'T A1q-- 1.Builder end rection contredr should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �`' / w"}y Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� R [ t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .-� DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced eB 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 DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). y�, ; e Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ 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. : 5992822 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y OREGONTRANS ID: 403334 design loads be applied to any component. and are for"dry condition"of use. 6 /©� 5.CompuTrus has no control over and assumes no responsibility for the '/Y 14 2��Oy .Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation of components. 7.Design necessary. assumes adequate drainage is provided. `'Cf R 6. 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 "" I�-�'•y fines coincide with jint center lines. IIIIII VIII VIII VIII VIII VIII VIII(III(IIIMTeUSA,lnc.ICotnpuT us(Software 7.6.6(1 L)E request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1968(Weir)9 Digits indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 68 IC LATERA SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50" 0.12 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50' 0.26 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 WI uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP 17 PANELLL DEFL = 0.079' @ 3'- MAX7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T "f MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9' 12 6.00DESI GN CNTENT DOES 3 NOT EXCEED U19% ATES ITIME EOFOMANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. (' Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, )All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 th C7 0f. 4 -/ 0` 1 41►� 0 M-3x4 y 1, 1, 0-10 'PROVIDE FULL BEARING:Jts:2,4.3( 6-00 D e JOB NAME : POLYGON PLAN 5-B NH - J3 d- Scale: 0.5843 �Gj� PR Op 4�G N s� WARNINGS: GENERAL NOTES,unless otherwise noted: NZ? �' I-, 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® E 1-- Truss: J 3and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibiity of Ore building designer. 3temporary bracing to Insure stebiity during construction 2•Design assumes the top end bottom chords to be laterally braced at .Additional to �, mpo 2'o.c.and at 10'o.c.respectively unless braced throughout their lengtC).h by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall �' - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x lmpect bridging or lateral bracing required where shown++ OREGON a t 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. ,e tri SEQ. : 5 992823 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, .. V. 2 u, " design loads be applied to any component. end are for"dry condition"of use, '9Y 1[�, CZ'6.Design assumes fug bearing at all supports shown.Shim or wedge if A,� V TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibilityencs for the necessary.. �F R It-"- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon lines coindde with joint 111111111111111111 Mire USA,lncI/WICA in ./CompuTrus I,copies of ich will be Software 7.6.6(1 L)E request. 190.For Digits ectorofplate desrign values see ESR-1311,ESR-1988(MITep ' size EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1,18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2.3=(-63) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 321V -14/ 73H 5.50' 0.51 KDDF ( 625) 3'- 10.9' -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 WI uplift at 24 "oc sgacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0' Allowed = AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" T f MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4' Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0.004° @ 4'- 1.4" Allowed = 0.333" 6.00 17 . MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, 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 c in the plane of the truss only. N M O{- O r M-3x4 y y y 0-10 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 `5<ec N s, eN WARNINGS: GENERAL NOTES,unless otherwise noted: �fJ / ,,1- 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,®., E 'v'� Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 77 LLL2 E C- 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsiblty of the budding designer. DES. BY: B S 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere shown end/or d yweN C). ./"Alm! , r✓ 4.No load should bee Ned to anycomponent 3.2x Impact bridging or lateral bracing where ++ • Q pp until after aN bracing and 4.Installation of truss Is the responsiulity of the respective contractor. `,. SEQ. : 5992824 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, ' A_OREGON c! design loads be applied to any component. and are for"dry condition"of use. L "7�y2- necessary. �+� +` TRANS I D: 403334 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 r4 14 2 Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /� t-� ,�y 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �-`"' v ch will be furnished 111111 VIII VIII VIII VIII VIII VIII(III(IIIM7e USA,lnc./CotnpuT s IANTCA in BCSI,copies of iSoftware 7.6.6(1 L)En request. lines10.FForrlbas cc coon plate design values see ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9' -108/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for nett-5 Dat) uplift at 24 "no spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" 1 11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL MELL 1 DEFL = 0.001' @ 1'- 0.0" Allowed = 0.097" T MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5" Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005' @ 2'- 8.6' Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8" Allowed = 0.333" 6.00 MAX HORIZ. Ll DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 c in the plane of the truss only. o Co 4 ili ooh 1 -�� ►��4 M-3x4 0-10 (PROVIDE FULL BEARING•Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 ���' �N p spa Scale: 0.7144 // f WARNINGS: GENERAL NOTES,unless otherwise noted: <4 (I/ c �•� '. 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 G r` Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper J incorporation of component is the responsibility of the building designer. /! 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41r ., DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). r' 'A.."- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ p OREGON a C 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. : 5 992825 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, L�• '1,4� 2�1 '�" design loads be applied to any component. and ere for"dryba condition"of use. Q 14.,. 1y, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Ddgsomas hit beading at all supports shown.Shim or wedge If i fabrication,handling,shipment and installation of components. 7. esign assumes adequate drainage is provided. R 10- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I111111IIIIII11111111liIIIIIIIIIIII11111111MTe SAI/WTCA'nlnc./CompuTuslSoftware 7.6.6(1L)-ESCSI,copies of whch will be furnished uponrequest. 0center lines. p�b coincide ecorpplatedesignvaluessee ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2- 8= k18BTA ( ( -97) 190 8. 7=( 0) 18 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7. 3=( 0) 49 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C 8,CN18 (or no prefix) = rmpuTrus, Inc 0'- 0.0' -29/ 351V -53/ 2318 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3" -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" %' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C.:°) load duration factor=1.6, ovTruss designed for wind loads o in the plane of the truss only. to M-4x6 M M-3x4 �18 CO o ..rrr�mm M-3x4 9 '• o O N 6 O `M M-3x4 M-1"5x4 N J- J' J' J' 2-03-12 2-10-08 0-09-12 ) ,l 1, ), 0-101 2-05-08 y 11-06-03 y 6-00 7-11-11 (PROVIDE FULL BEARING:Jts;2.9,4.5,61 JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 �5� ��ca1N �fi`rSr WARNINGS: A� GENERAL NOTES,unless otherwise noted: "� 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual �� „92®0 E Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.204 compression web bradng must be Installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilly during construction 2.Design assumes the top and bottom chords to be laterally braced at ,.�y DES. BY: BS 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 �If`'' DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. ,,.+, „ ' Po ty 9 3.2x Impact bridging or lateral bredng where shown++ Cr 4.No load should be applied to any component until after all bracing and 4. letlon of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992826 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, v N A^V design bads be applied to any component. and are for"dry condition"of use. -"7 �y TRANS I D: 4 03334 5.CompuT ua has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge It /©�'9 y 14 V�4 fabrication,handling,shipment and Installation of components. 7.Denesign assumes adequate drainage is provided. 'q'"�R t C.\- IIIIII VIII VIII VIII VIII VIII VIII(III(III 8.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces Meuse and placed so their center Y TPI/WTCA In BCSI,copies of which will be furnished upon request. lines cdndde with joint center Anes. 9. MiTek USA,Inc./CompUTrus Software+7.6.6(1 L)-E ate in inches. 0.FFor basic connectoits indicate size r plf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4'KDDF R1&8TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8. 7=( 0) 18 BC: 2x4 KDDF Ni&BTR SPACED 24.0' O.C, 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDOF STAND 3.3- 4=(-253) 771 3. 9=1-289) 171 LOADING 5. 5=(-155) 7 TC LATERAL SUPPORT <= 12"0C. 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 BOG REQUIRED BRG AREA OVERHANGS: 10.0" 24.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT seriesREQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 01 OH 1.50' 0.38 KDDF ( 625 9'- 11,7" -183/ 405V 0/ OH 1.50' 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.009' @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339' 1 1-1 1-11 MAX LL DEFL = 0.042' @ 11'- 11.7" Allowed = 0.200' T MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267' ,f- -s MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19`u AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, Tr Truss designed for wind loads rt; y o in the plane of the truss only. M-4x6 lillell I I I� M-3x4co o III ._. o -1 Or '�� M-3x4 9 0 o _ w 8 M-1.5x4 " 0 M-3x4 y y i- 1, 2-03-12 2-10-08 0-09-12 j, /, ,1 1, 0-10, 2-05-08 , 9-06-03 y 6-00 5-11-11 )PROVIDE FULL BEARING:Jts;2.9.4,5I PRoFe JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 ¢ N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: i'LfCLO I '9 Ct.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 - '�2®• E 1-- Truss: J 6 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the tap end velybottu chords to be laterally braced atby DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuonuds sheathing suchrespectively as pplywuood shbraced thI gt(Tc throughout a Iytl length r°''!� 44 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A `, /� 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. -err OREGON £ SEQ. :. : 5992827 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used inc non-corrosive environment, G� 4,,q �'4h design beds be applied to any component. and are for"dry condition"of use. Q 1✓ 14 y. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6 Designensumes lull bearing at all supports shown.Shim or wedge If �` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A RIO- 6. iiO- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIn r MiTPe USA,lnC.B/CompuTrus(Software+7.6.6(1IANTCA in SCI,copies of whch will be furnished L)-Eequeat 0coincide8coteo For bcnctorplate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 11101 IIII1II This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR 0 BC: 2x4 KDDF #1&BTR LOAD DUSPAIED INCREASE. " D.C.= 1.15 2-3=( 0) 42 6-8=( -69)1 178 8.3=) 0) 18 SPACED 24.0" O2-3=(-245) 43 6-8=(-114) 278 6.3= 0) 49 WEBS: 2x4 KDDF STAND 3.4=(•153) 71 3-8=(-289) 118 LOADING 4.5.1 -70) 32 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 OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) C Connector 8,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 10.9' -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7' -49/ 103V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" /' -v DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 ' Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CD Truss designed for wind loads oc' : o in the plane of the truss only. 4 M-4x6 (6.1.1 o 8 8 ' o y vill o� M-3x4 M-1.5x4 -v o o M-3x4 M-3x4 y / ), / 2-03-12 2-10-08 0-09-12 / ), / y 0-10), 2-05-08 7-96-03 y 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.H.4.51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 x� � PRO sop' WARNINGS: GENERAL NOTES,unless otherwise noted: ,, 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual �� •C� ® E. 1�•• Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ib"of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). ,/.�,a. irxdOMP DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. OREGON SEQ. : 5992828 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, Jfy. ��1 design loads be applied to any component. and are for"dry condition"of use. '� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if r© '41}'' 14 2.�Q'E" fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. Iiii . rR•s 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n I�� I VIII((IIIIilli'VIII VIII VIII VIII IIII IIIITPIAWTCA in BCS(,copies of which will be furnished upon request. Ines coincide with joint center lines. Indicate 9.Digits Indicate size of plate In Inches. MiTek USA,If1C./ComIpUTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(liTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 11168TR LOAD DURATION INCREASE = 1.15 1.2=) 0) 42 2.7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24,0" 0.C, 2-3=(-297) 65 6.8=(-138) 358 6.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3.8=(-372) 143 LOADING 4.5=(-100) 0 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0' 23.7' 0'- 0.0' -35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -182/ 415V 0/ OH 1.50' 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 safl uplift at 24 "oc spacing,/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.041' @ 7'- 11.7' Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7' Allowed = 0.263' 7-11-11 T f MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3' /- 12 -/ CONTENT DOES 6.00 NOTIGN EXCEEDUMES 19%ATITIMEEOF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. j1 0Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. .zr M-4x6 "' II M-3x4 ui o ��� M-3x4 M-1.5x4 0 0 o 7 0 M-3x4 y y ,1 I 2-03-12 2-10-08 0-09-12 I I y I 0-10), 2-05-08 5 06 03 y y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,8,41 JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 �• GNE'es,, WARNINGS: GENERAL NOTES,unless otherwise noted: f.(,y� - j J 7 "! 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 G�' Lh and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J4C incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stadity during construction 2•o.e,and at 10'o.c.respectively unless braced throughout their lennggth by � '"DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(6C). ,..-" " DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ ® it /� 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. - OREGON pi SEQ. : 5992829 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, L/ '�i' 2�ut A, TRANS I D: 403334 design beds be applied to any component. and are for"dry condition'of use.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at et supports shown.Shim or wedge If Q 14, 0p necessary. 4$)C1MO, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. gcoincideindicate with joint ain lines. 9.Digitssndsize of plate Ie Inches.. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/C =1 00 TC: 2x4 KDDF #1&BTR BC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(-135) 228 6.5=( 0)0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(-297) 65 5-7=(-218) 358 5.3=( 0) 50 3-4=( -55) 41 3.7=(-372) 226 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) 5'- 11.7' -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or nn prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8' Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 DESIGN CNTENT DOES NOT EXCEED U19%ATITIME EOFOMANUFACTURE. 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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 co in the plane of the truss only. 0 o M-4x6 0 m �D N M-3x4 m g1a0 7 -/o ,"-- o� �'-(gym M-3x4 M-1.5x4 ' �o 0 111.- 1 0 6 0 M-3x4 ), 1, ) 2-03-12 2-10-08 0-09-12 ), 1, y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:.lts:2,7,4I JOB NAME : POLYGON PLAN 5-B NH - J3CGala: 0.4902 `S•\ op (<, s, WARNINGS: GENERAL NOTES,unless otherwise noted: cf/1 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 (r� .92 4 I E r Truss: J3C and Warnings before construction commences. building component Applicability of design parameters and proper v� 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsiNIty of the builgng designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chorda to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.ou at 10'o.c.respectively unless braced throughout their length by ��lr* the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywati(BC), r/". aia . DATE: 7/11/2014 Po ty 9 3.2x Impact bridging or lateral bracing where shown++ t 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. OREGON SEQ. : 5992830fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • -,' b A. design loads be applied to any component. and are for"dry condition"of use. �r .tf�,, 'V TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if © 14 S°�1�T fabrication,handling,shipment and installation of components, necessary. This design is furnished subject to the indtations set forth 7.Design assumes adequate drainage is truss, provided. `'1:31,111..A.- 6. I IIIIII VIII IIII VIII VIII VIII IIII IIII IIII ) by B.Plates shall be located on both faces of truss,and placed so their center TPIIWfCA in BCSI,copies of which will be furnished upon request. des coincide with Joint center tinea. 9.Digits indicate size of plate in inches. MITBk USA,InC./CpfnpuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:ES: n r31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3.4=( -22) 28 3.7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2 Design checked for net(-5 nsfl uplift at 24 "ox soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170' MAX TL CREEP DEFL = -0.010" @ 2'- 3.8' Allowed = 0.226' MAX LL DEFL = 0.000" @ 5'- 2.3' Allowed = 0.078' MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9' Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 17 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 4X6 �A co Truss designed for wind loads c in the plane of the truss only. v c , plTM-3x4 o� Ildigi � 7 v MI MIM M-3x4 co M-1.5x4 A- o/- ► 6 O M-3x4 O y J, y y 2-03-12 2-10-08 0-09-12 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts;2.4,71 PROF Scale: 0.5343 �����GINE' s/, JOB NAME : POLYGON PLAN 5-B NH - J2C /// �g- WARNINGS: GENERAL NOTES,unless otherwise noted: 4,7 . �®w E - 'w� 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 N and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J2C incorporation of component is the responsibility of the building designer. rr 2.2x4 compression web bracing must be Installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructIon2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: B S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(SC). /'"!r.- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 18 it 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. OREGON (t/ SEQ. : 5 992831 fasteners are complete and at no ante should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, 4. "f' Nly design loads be applied to any component. end erefor"dry condition"of use. �" "'Qty"' 2� ^�- TRAN S I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if O 14 0V fabrication,handling,shipment and installation of components. necessary.s 'Vf���' 7.Design assumes adequate drainage is provided. �' 6.This design Is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA In SCSI,copies of which will be famished upon request. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 9 /Digits indicate sincide plate innrinches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2- BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2.3=(-684 30 (0) 0 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -3/ 60V 0/ OH 5.50° 0.10 KDDF ( 625) P M LL = 25 PSF Ground Snow (P9) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc M,M20HS,M1pHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2; Design checked for net1-5 WI uplift at 24 "on sped.1.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' 12 3 --/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES '' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ✓ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. M,,,_ 0 4 111 CD 0 1 2► 4� M-3x4 0-10 2-00 1-11-11 IPRDVIDE FULL BEARING;Jts:2.4.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2Bale: 0.8541 `<(vs pN°�L. .0 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 4� .��i 0 E 1,. Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N„r+"4 mr.. 4f� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r t' 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. A�OREGON SEQ. : 5992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9` v a -^V design loads be applied to any component. and are for"dry condition"of use. / ,9 O'� TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if p y 14, 2 1�`} fabrication,handling,shipment and installation of components. necessary. ,e,, 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center `1''� IIIIII VIII VIII III I I III VIII VIII III IIIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digits Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2.3=(-45) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 263V -7/ 43H 5.50' 0.42 KDDF ( 625) 1'- 9.2' -18/ 21V 0/ OH 5.50" 0.03 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'-•10.0' Allowed = 0.111' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1' Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9' Allowed = 0.145' 12 MAX HORIZ. LL DEFL = •0.000" @ 1'- 10.9' 6.00 MAX HORIZ. TL DEFL = •0.000" @ 1'• 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 --/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o o/- v r o/- 1 �� 4►�� M-3x4 y y ), 0-10 2-00 (PROVIDE FULL BEARING ts:2.4.3' OPE JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scala: Q.7139 ,��`��N so, 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 - !C�`1 A S E �9r' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ASJ 1incorporation of component is the responsibility of the building designer. �,.' 2.2z4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by . 4611001M DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai(SC). +®a! • DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fit! SEQ. : 5 992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, �fi \� r design loads be applied to any component. and ere for"dry full bearing of use. /" 4j' 20��••t- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge If O 14, necessary. 41E R R I1.L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. i rl tl 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11111111111111111 TPIMITCA In BCSI,copies of which will furnished upon request. 9.lines coincide indicate size Joint late center MITt3k USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 " t4Rosebirg J4 BASEMENT 10-13-15 11:01am 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 RECEIVED Member Data Description: Member Type:Joist Application: Floor OCT 2 2016 Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous p9fl Standard Load: Moisture Condition: Dry Building Code: IBC/I 'F A P ,QN Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total BUILDING DAQ Dead Load: 12 PSF Deck Connection:Glued& Nailed Filename: Beam1 1 1060 1000 20600 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 302# — 2 10' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 870# -- 3 20' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 63#(47p11) 2 669#(502p1f) 201#(151p1f) 3 229#(172p1f) 58#(43plf) Design spans 10' 3.375" 9' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 654.'# 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.'# 2820.'# 30% 10.5' Total Load D+L Shear 441.# 1220.# 36% 10.49' Total Load D+L End Reaction 302.# 1151.# 26% 0' Odd Spans D+L Int.Reaction 870.# 1775.# 49% 10.5' Total Load D+L TL Deflection 0.0643" 0.5141" U999+ 4.85' Odd Spans D+L LL Deflection 0.0540" 0.2570" L/999+ 4.85' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% ,..,5f,, y-,,iw All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS '"Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON oust be reviewed by a qualified designer or design professional as required for approval This design assumes product installation according to the manufacturer s spec cations. c111-RSR-QRR1