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Plans (106) AA 510 (c�_ cr��.z7 �-� 71 � ? `r?Fs .) sit, /-ct, MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-344_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: R45642861 thru R45642876 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 'SO° PR r7FFss Sol 87022PE of N � fi'oj OREGON c1,� '% 9r&ER t9- ER HE4 E 1./ I C 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45642861 PL15444_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:20 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-VbZG601tVC67G?b_Xr4Lfg_LdNR3a1 EPOTHI6tyTi19 I 2-6-0 I I 2-2-9 I I 1-2M I I 2-4-11 I Scale a 1:28.6 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1.5x3 II 3x5= 12 3 4 5 6 7 8 4 v / \ V ',.1-' a ee e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 0�rr10-8-1 11-4-9 9-11-9 latI n 11x7-01 I I + 1612 I 1 5-0-3 I 911-9 0-7-0 0-1.8 Plate Offsets(X,Y)— I10:0-1-8,Edge),111:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl 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 Ina' YES WB 0.56 Horz(TL) 0.05 9 n/a n/a Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (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 BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 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=-2463/0,4-5=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. ��ED P R OFFss oNGINEFR /U2 �� 870 2PE 9r N N yGAJ, OREG N eP4�N OS A, HEV- EXPIRES:06/30/2017 October 13,2015 1 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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)s 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 property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sutie 109 Crinis Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F03 Floor 845642662 3 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:21 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 IJY-zo7eKMJVGVE_u9AA5ZbaCtXVwmmxJTBZF71 seJyTr18 2-6-0 I I 2-5-1 11 1-2-0 1 I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3x6 = 1.5x3 II 3 4 5 6 7 8 e \/ 0 0 o ! \ e a - � _ iiiiiiiiii N O N ° e �_ e 1 12 11 10 K. 3x4= 3x8= 3x4= 3x5= 3x4= I 10.2-1 10-10-9 11-7-1 10-2-1 10/1Q4 110.7-09 I I 16-7-4 I 5-0-3 Plate Offsets(X,Y)— (10:0.1-8,Edgej,[11:0-1-8,Edgel 0-7-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 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. -\c<- PRPROF co �NGINEF'V X02 41 4- 87022PE -9f N (I/ c.%),, OREG•N do z+ti 9O �'y8ER � �O �s A. HERNP EXPIRES:06/30/2017 October 13,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE __ Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate the 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 �L 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 Qeatily Criteria,DSI.89 and BCS[Building Component Suite 109 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642863 PL15-344_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-R_h1 XIJ71 pMrWJINfG6pk54g9A632wUiUnmPBlyTd7 I 1-0.0 I 1 1-1-11 1 I 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:32.5 4x4= 3x4= 354= 354= 3x4= 3x4= 4x4= 455= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 e a e N e/`1\ /•� e •� i•N- ... � /„ - 10_, if \ • Me 0 6 all TA 2 26 25 24 23 22 21 20 19 18 3x4= 455= 3x5 = 355= 355 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 14-1-11 1144-111 19-1-4I I 14-1 11 0-7-0 0-7-0 I 3-9-9 Plate Offsets(X,Y)- 114:0-1-8,Edge),[19:0-1-8,Edgel LOADING(psf) DEFL. in loc Udefl Ud PLATES GRIP SPACING- 1-7-3 CSI. ( ) TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.06 18 n/a n/a Weight:94 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=835/0-4-4,18=835/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1513/0,3-4=-1513/0,4-5=2638/0,5-6=2638/0,6-7=3383/0,7-8=-3383/0, 8-9=3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, 13-14=3416/0,14-15=2622/0,15-16=2622/0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, 20-21=0/2622,19-20=0/2622,18-19=0/1831 WEBS 14-20=328/0,15-19=-541/0,2-27=1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=321/0,12-21=-264/0, 13-21=-328/0,14-21=0/1085 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R�d P R Opts � cc.\c.�,NG[NE - Lyn 87022PE c" N CCA OREGO rt,Q., 7'51'OnSMBER '' xs A. HE EXPIRES:06/30/2017 October 13,2015 49 _i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ii Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not • a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate the design into the overall ' ��, building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria.051-89 and ICSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-344 UPPER F05 Floor 845642884 9 1 Pacific Lumber&Truss Co., Beaverton,Oregon - - Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBlyTrl7 1-3-0 I 1 1-1-1 11 1-2-0 II 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1e 2 3e 4 5 6 7 8 9 10 11 12 13 - 14 15 16 NI 7 ,-N / N , N / N , N / . .....------ - -4"*"%•%, :' O e ° 26 25 24 23 22 21 20 19 18 17 354= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 355= 3x5 SP= I 14-5-9 15-7-9 5-0.9 20-9-8 Plate Offsets(X,Y)— (12:0-1-8,Edge),(18:0-1-8,Edgel 14-5-9 4 9 ail 0 7-0 I 51.15 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00' BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2003/0,3-4=2003/0,4-5=3413/0,5-6=3413/0,6-7=-4247/0,7-8=4247/0, 8-9=-4495/0,9-10=4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=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=1426/0,2-26=1375/0,2-25=0/1183,4-25=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 be attached to walls at their outer ends or restrained by other means. <Rnc D PROFFS i-Ge co ‘ GINE , % 2 4 87022PE � SAT OREG•N q <(/� 'AC �M$ER 11 �O �la A. HER‘4,P EXPIRES:06/30/2017 October 13,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. El Design valid for use only with MITekiS 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fY[iTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642865 PL15-344_UPPER F06 Floor 1 1 Job Reference(optional) -- Pacific Lumber&Truss Co., Beaverton,Oregon - n 7.530 s Jul 11 2014 Wick Industries,Inc.Tue Oct 13 08:52:23 2015 Page 1 ID:j7exn4OsHnThlyaUAczwOszX1 UY-wAFPk2KIo7Ui7TJZC_e2HIcwmabGnWwt)RWyjCyTd6 I 1-4-0 j 7-6-0 I 2 3x4= 3 1.5x3 II 1 1.5x3 9 Scale=1:8.7 Ill Ill IIIVIIIIIIP II rillPAIIIIIIIIIIIcsi Mie.. =, 5 4 -/ 3x4= 3x4= 9-1-81 4-1-0 I f1-1 R 3.11-8 CSI. DEFL. in (loc) Lfdefl Lid PLATES GRIP LOADING( SPACING- 1-7-3 ,,,, TCLL 400.0.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a Weight:19 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- 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) end verticals. WEBS 2x4 DF Stud/Std(flat) 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. Co N<jtlNEcR /p2 4c- 8 S 2PE (9v ro y NEAT OREGO ro Q11/ 9O FABER \1- EXPIRES:06/30/2017 October 13,2015 I 4 ic A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-74733 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirekm connectors.This design is based only upon parameters shown,and is for a iinddividuaal u6 building into the overall a truss system.Before use,the buiding designer must verify the applicability of design parameters and property rpM� @k•. building design. Bracing indicated'a to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing M i R. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quafly Criteria,DSI-89 and BCSI Wilding Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F07 Floor 845642866 6 1 Pacific Lumber&Truss Co., ' Beaverton,Oregon - Job Reference(optional) 7. 30 s 2014 MiTek Inc.Tue Oct �y7-'', e 1 ID:j7axn40sHnThlyaUAczw0szX1UY-ONpnyOLNYQc Idulmh9HpW9wlsndWp37x5F2:24 2015 FWFeyTriS 1.17=121 10.7-7 I 2-6-0 I 1-2-0 I WI Scale=1:28.3 4x4= 3x4 II 3x8= 1.5x3 I I 3x4= 1.5x3 II 13x6= 2 3 3x4= 81.5x3 I I 11 x3 II e 4 5 6 7 8 9 10 e _ n e e e ` 1.1.11.1.11......... N e a e e e 17 �� 15 14 13 12 3x4 II 3x6 = 3x8 = 3x6= 1.5x3 II 4x4= 3x4= 1-0-4 1 0.12 I 1 0.0-110.12 16-5-4 0-1-8 15-5-0 Plate Offsets(X,Y)- 17:0-1-8,Edge),112:0-1-8,Edge),117:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 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 HOT 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, Except: REACTIONS. (lb/size) 16=1078/0-5-8,11=655/0-2-12 6-0-0 oc bracing:15-16. Max Gray 16=1078(LC 1),11=670(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,34=1662/0,4-5=1662/0,5-6=2516/0,6-7=2516/0, 7-8=-1811/0,8-9=-1811/0 BOT CHORD 15-16=147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=759/0,1-16=-431/0,7-14=0/820,6-14=284/0,5-14=0/253,5-15=744/0, 3-15=0/1377,3-16=-849/0,9-11=1582/0,9-12=0/1027 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. 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. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). <('„,,to P R QF4-6, LOADead+ Standard �� ENGINE” s>0 1)Dead Floor+ Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 2 Uniform Loads(plf) £ Vert:11-17=-8,1-10=80 87022PE �� Concentrated Loads(Ib) Vert:1=-304(F) N 7 �Aj, OREGO �o <v�V "P 4/ N. \O OSA- HECA EXPIRES:06/30/2017 October 13,2015 to— WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/031201S BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding theiTe } fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fill Quality 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 Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON 845642867 LL15- 344_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-ONpnyOLNYOcZldulmh9HpW95T_wOWwy?x5FWFeyTrI5 I 2-6-0 10-5-10 I I 1-2-0 1 I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.553 II 2.354= 3 4 53x4= 6 1 \\_. .. 0 re O N / e e e e �X 3x4= 1 9 8 3x4= 3x4= 3x4= 3-1-2 31-11,0 3-9-10 1 4 -10 418+ 8-6-8 I I 3-1-2 0-1-8 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edge),19:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/dell Lid 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 IBC2012lTPI2007 (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 pudins, 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(Ib)or less except when shown. TOP CHORD 2-3=732/0,3-4=732/0,45=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. <y0) PROFESS mac`. vAGINEFR /02-9 cc 87022P� c i CV >c\ ti 7 OR GON rZ(=' <(1 9On ER .\\ -' 1.3 A. H EXPIRES:06/30/2017 October 13,2015 A 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. y Design valid for use only with MiTekO 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 the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane 7777 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-B9 and BCSI Building Component 7777ite 109 Citrueiahts.CA 95810 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F09 Floor 845842868 _ 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference o.tional) 7.530 s Jul 11 2014 Mifek Industries,Inc.Tue Oct 13 08:5225 2015 ID:j7axn4OsHnThIyaUAczwOszX1 UY-sZN99kM0JkkQNmTyKPgWMjiGFOHMFPM8Al?3n4yTrl4 I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II 0 N o N''N'''''''''''''N''''''''''''''''''''.'"--i) G ° e e 9 8 1.5x3 II 7 6 3x4= 3x4= 3x4 = I 3-0-143r2-6 3-9-6 4-4-6 6-2-8 3-0-14 00-7-0-1-8 0-7-0 1 1I Plate Offsets(X,Y)— 14:0-1-8,Edgel,18:0-1-8,Edgel 1-10-2 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in loc TCLL 40.0 Plates Increase 1.00 ( ) I/defl L/d PLATES GRIP TC 0.12 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 BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 29 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 OF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb 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) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,34=462/0 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. '\�0 c.O PROF . �c\� , ... I NEER s/O -57 87022PE 1.-- l t u' 7 �'oj, OREGON q� �� O �'�aER \\ �O Or, A. HEp`° EXPIRES:06/30/2017 + October 13,2015 mil ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding 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 is always required for stability and to prevent colla se with possiblei@k- -- -- -- fabrication,storage,delivery,erection and bracing of trusss and trussusystems,see andAproperty damage.C For general guidance Building the Safely Inbrma8on available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA022314. Bola'DSB$9 and SCSI 6u0ding Component 7777 Greenback Lane Suite 109 Citrus Heiohts CA 95610 Truss Truss Type Qty Ply POLYGON R45642869 Job — 5 1 PL75-344_UPPER F10 FLOOR Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52252015 Page 1 Pacific Lumber&Tmss Co., Beaverton,Oregon ID:j7axn4OsHnThIyaUAczwOs2X1 UY-sZN99kM0JkkQNmTyKPgWMjiDVOCQFDf8Al?3n4yTd4 I 1-10-12 11 1-9-11 11 2-6-0 I 1 1-2-0 II 1-0-5 I Scale=1:29.4 1.5x3 I I 4x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 6 7 8 9 1 2 3 4 5 _ e .00.0000000/1 r. i Et ii•••• • e, ,„,._. • 12 11 10 14 13 16 = 3x6= 1.5x3 II 3x4= 3x4 4x5= 3x4 II 3x1D= 16-10-12 I 2-1-12 1 14.9-1 2-1-12 Plate Offsets(X,V)- 16:0-1-8,Edge),111:0-1-8,Edgel,116:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES Matrix 87 Horz(TL) 0.01 10 n/a n/a Weight:781b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (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 Stud/St (fl t) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 15=1642/0-5-8,16=701/Mechanical,10=533/Mechanical Max Uplift16=764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5-6=-1534/0,6-7=-1423/0,7-8=1423/0 BOT CHORD 15-16=1530/0,14-15=1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 WEBS 7-11=257/0,2-15=1613/0,2-16=0/1711,5-13=252/0,4-13=0/701,4-14=-1231/0, 2-14=0/1449,8-10=1171/0,8-11=0/549 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. ��... P R OFFS k,� •q,.Co EF'7 S/p�9 zr 87022PE r a �' NSA OREG N �o LN T O 9O FABER \\ On A A. HER�P EXPIRES:06/30/2017 October 13,2015 1 4 N ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �m Design validtor use only with MTek®connectors.This design is based only upon parametersshown,an s f n individual building component,not a truss system.:Before use,the butding designer must verity the applicability of design parameters and o e incorporate this design into the overall ; : building design.Bracing indicatedis-to prevent buckling of individual truss web and/orachord members eonF Adedeionaluidanc raeg�diry and p ththe Hent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury perly 9 9 9 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaiy Criteria,DSB-89 and!SCSI Building Component Suite 1Heiahts.CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F11 Floor R45642870 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(pgt g 7.530 s Jul 11 4 MiTek ID:j7axn4OsHnThIyaUAczwOszX11UY-KIwXN4Ne42tH_w28u6Inc.Tue BIvxEQgnc gNIPPk13 08:5226 2015 dKWyTrl3 I 28.0 10-5-10 I I 1-2-0 { I 1dr14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 --\ 6 e _I, o _. N 4 N ai ........ e e 1/ \ 9 e 8*3x4= 3x4= .� 3x4= 3x4 = I 3-1-2 3-F-10 3-9-10 I 4-4-10 46-12 8-8-8 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 { Plate Offsets(X,Y)— 18:0-1-8,Edgej,19:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.18Btr(flat) BRACING- BOT CHORD 2x4 DF No.18Btr(flat) TOP CHORD end verticals.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) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. ��_ D PROPe �� .,t1 -,9 s/0* <c 870 2PE v N N - fi'oj, OREGO 1•P <(/ 9�, cctisER� ` �O OS A. He4k1'' EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. a El Design valid for use only with Mitek8i 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 ---bulding design.-Bracing-indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing m ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding theI�@kn fabrication.storage,delivery,erection and bracing of trusses and fruss systems,see ANSI/TPI7 Quaily Crlferia,D58-89 and SCSI Building Component Safely Information available from Truss Plate Institute.218 N.Lee Sheet.Suite 312.Alexandria.VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642871 PL15-344_UPPER F12 Floor 6 1 Reference(optional) 7.530 5.10111 2014 MiTek Industries,Inc.Toe Oct 13 08:52:26 2015 Page 1 Pacific Lumber B Truss Co.. Beaverton,Oregon ID:j7axn4OsHnThIyaUAczwOszX1 UY-KIwXN4Ne42tH_v28u6B11nrEM?nUM_IeIPPkdKWyTd3 I2-6-02A I I 2-3-5 I I 1-2-0 I I 2-411 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 _ e O N / fi e N e e �. 1 12 11 10 — 3x4= = 3x4 3x8= 3x4= 3x4= 10-8-13 11-5-5 10-0-5 10-11 -R b 3 )1-3-131 1 6-5-8 I I 10-0-5 5-0-3 a 0-7-0 0-7-0 0-1-8 Plate Offsets(X,Y)— 110:0-1-8,Edge),111:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incl YES VVB 0.57 Horz(TL) 0.05 9 n/a n/a Weight:72 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 ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) 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=-2476/0,34=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=0/1025,412=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. '�c\Ncso, P R OFA`.sl �N('INEE /* '1 * 87022PE 9c tPN NI t'0, OREGO qo Oiv ��OnSMBER \\ yr 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. im " Design valid for use only with MTeks connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Ml�ek... _ building design:-'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 property damage.Far general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualy Cdferia,051-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL75.344_UPPER F13 FloorR45642872I 1• Pacific Lumber&Truss Co., Beaverton,Oregon -- --�—. -. Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?R8nVrBr5jA1 Rd3UAszyTrt2 I 2-6-0 1 1-1-11 II 1-2-0 II 1-2-5 I Scale=1:33.6 1.553 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 354= 1.5x3 I I 1.553 II 4x5= 1.553 II 1 2 3 4 __ 5 6 7 8 g io / • .: C! e e ....... N. ig e 1• 15 3x4= 14 13 12 358= 3x6= 3x4= 4x4 = 3x4= I 14-0-3 1�4I-8-11 15-5-3 14-0-3 10-i-$1 113-711i 1 19-3-0 1 3-9-13 Plate Offsets(X,Y)- f12:0-1-8,Edge),113:0-1-8,Edge) 0-7-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in lac Vdefl Ud GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20ES 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400F 2.0E(flat) BRACING- BOT CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural verb 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=841/0-4-4,11=841/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-0066/0,34=3066/0,4-5=-3885/0,5-6=3885/0,6-7=-2736/0,7-8=2736/0,8-9=-2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=940/0,9-11=1985/0, 9-12=0/1209 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. "<("V_rcp PROFeLS Co �NGINEER % `t- 87022PE r- N tv y �Aj, OREG•N ep / 'A�' EMSER ` �O ms`s A. HERNP EXPIRES:06/30/2017 4 October 13,2015 _ a a WARNING-Verify design paramefenc and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. MN Design valid for use only with We're/connectors.This design is based only upon parameters shown,-and is for an individual building component,not . a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design info the overall -' ---building design.Bracing indicated'a to prevent buckling of individual truss web and/or chord members only:Additional tem is always required for stability and to prevent collapse with possible personal in' temporary and permanent bracing, ,• A IE�Te I:' fabrication,storage,defrvery,erection and bracing of trusses and truss systems,sury�and property Quality For general guidance regarding the i77 1 nb Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,arVA 223�.�8erta'DSS-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Citrus Heiohis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642873 6 I PL15-344_UPPER F14 Floor Job Reference(optional) 1.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:j7axn4OsHnThlyaUAczw0szX1 UY-oyUwaQNGrL?BcAdKRgi?RBnYyBt?jFWRd3UAszyTd2 1-10-1 I I 1-74 I ( 2-5-3 I I 2-0-0 I Scale=1:21.0 1.5x3 II 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 6 3x4= 7 1 2 3 4 5 a e a- r o- e e e 10 9 6 1 11 3x4= 3x5= 3x4= 1.5x3 II 3x4= 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 I I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)- (6:0-1-8,Edge),110:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a Weight:54 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (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 StudlStd( at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-142 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,34=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. '\(<- ‘11.1/40 PROFk-, �N&INEFR /�2 870 2PE X91' 5. NSA OREGON tico �N EXPIRES:06/30/2017 October 13,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �R Design valid for use only with Mitek®connectors.This design is based aonbN upon parmeeteam parameters and properly nhown,and is for an individual oratethis design into the overall rimirm nent,not a truss system.Before use,the bueding designer must verify the applicability designPN�iTek` building design. Bracing indicated is to prevent buckling of individual truss web anad/or nd pro chord members only.e.For general guidanceracy regarding the permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury properly 9 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TIM Quality Criteria,DSI-89 and ICSI Building Component 7777 Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite u 109 H9ighLs.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F15 Floor R45642874 5 1 --- -- - Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:5238 2015 Page 1 ID:j7axn4OsNnThIyaUAczw0szX1 UY-G821omOO5ucf7?EECW?XDE_MKfMbBaSgSasjDjoPyTrl1 1 2-6-0 I 2-0-15 1 1 1-2-0 1 1 0`-I Scale=1:24.8 4x4=- 1.5x3 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 :r?.. e- e e e e 13 12 11 10 3x4= 3x6= 3x4= 4x4= 3x4= 1 9-8-15 10-6-7 11-2-15 9-9-15 9-111g 111-1-7 11 14-2-12 1 0. 0.7-0 2-11-13 Plate Offsets(X,Y)— 110:0-1-8,Edgel,111:0-1-8,Edge1 0-7-0 0-1-R LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Ina YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:64 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) 13=620/Mechanical,9=620/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1996/0,3-4=-1996/0,4-5=1633/0,5-6=-1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=744/0,2-13=1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0,7-10=0/948 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. <<-vo PRok- ,. �cc.. �NGINEF,9 /o `z" 87022PE Q1-- (r)-1/44.---"N -' 7N r" �"0j, GREG N ti� �N 9O cc�oER 1\ 'O SSA. HE?' EXPIRES:06/30/2017 October 13,2015 a .a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 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 buildingcomponent,not ..a truss system.Before use,the budding 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 chordmembers-only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Ovally Criteria,D56-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Ply POLYGON 845642875 PL15-344_UPPER FG1 FLOOR GIRDER Job Reference(optional) _ tQty _. 1 Pacific Lumber a Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue Oct 13 08:52:29 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kKcg?5PWNzFsrOnjZEkTW7_szj?egBD6k5NzHwryTrIO I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J J N { K K 4 5 3x4 3x4= = I 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) 0.00 4 n/a n/a Weight:15 lb FT=0%F,0 hE BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (lb)-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) Vert:2=188(F) � EO PROF <eG `sS � E /O � t9 * � ct 870 2PE r* N N 5. SAT OREG N rye k/J O 'YO0 'ilieEa 1� p� SA. HE?, EXPIRES:06/30/2017 October 13,2015 _ I IM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mll f Design valid for use only with MiTekrb connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent brucing- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criferia,DSI-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95810 Job Truss Truss Type Qty Ply1 POLYGON PL15-344_UPPER FG Floor Girder 2 R45642876 Pacific Lumber 8 Truss Co., Beaverton,Oregon _.. _ Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThIyaUAczwoszX1 UY-G821omOucf7?EEC W?XDE_MKICbGcSkYasjDjOPyTri1 1 1-6-0 1 1-5-10 I I 1-2-0 1-4-14 I I I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 1 2 11 3 q 53x4= 6 R N e 4 N e e e 1 3x4= 9 8 3x4= 3x4= 3x4= 3-2-10 I 3-9-10 I 4-4-10 I 8�,8 3-2,10 Plate Offsets(X,Y)— 18:0-1-8,Edgel,(9:0-1-8,Edge) o-7 D 0-7-0 4-1-14 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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/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=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=926/0,34=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) ��ED I PROFeio N ((S Vert:7-10=8,1-6=-80 Concentrated Loads(Ib) Vert:11=-169(B) ��5 �GNGINE � /�2 Q� 870 2PE fir' N N 7 '$, OREG N ti� 4/ 90 ccwaER '1 NO �S A. HE0 EXPIRES:06/30/2017 + October 13,2015 I _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the budding 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 trussrweband/or chord members only.-Additional temporary and permanent bracing M is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the •ee��e�x ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tpl1 googly 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 Notes PLATE LOCATION AND ORIENTATION N unless x,y jointFailure to Follow Could Cause Property 1 Center plate on 6-4-8 dimensions shown in to scale)ft-in-sixteenths sI I (Drawings not ale) Damage or Personal Injury offsets are indicated. '`��= Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS C1-2 c2-3 2. Truss bracing must be designed by an engineer.For �. wide truss spacing,individual lateral braces themselves �'/16 4 may require bracing,or alternative Tor I p oU bracing should be considered. IIIIIIIIE 1.1.14110 O 1\11,1)/1 O 3. stack Never exceedmaterials theon design inadequately loading shownbraced andtrusses.never 2 = U a O4. Provide copies of this truss design to the building r— O designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other Interested parties. plates 0- u' 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 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required symbol indicates the AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. direction of slots in connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressnoted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PrLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 1' responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead lona 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 �4 pr Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Topaciho Ido s must b sheatbe eath d or purlins provided at output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but NM reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. 1 f ( number where bearings occur.isforcrushingonly. � e I ` Min size shown 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/TPII: 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. 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Ikvl MTe ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 40'-0" 1:). U U N G� is CJ1 CJ2 . ;jIP :V1Ii CJ5 ^ %�I_CJ6CcJ6 _ � 6:,2 �CJ7 __ r A % I AAI CJC-t iCJs Admis , , Ammo CJ8 CJ9 I 3 CJs CJ10 I CJ10 4 as, CJ11 -- I CJ11 _EF, CJ10 --. ffillf 4 'l. -- I_ CJ10 9? " _ _ � . - I CJ9 `ry CJ8 -_ _CY q 10:1 C-, I- CJ7 I I CJ6 : 10:12 CJ5 6:12 ��i(5) CJ15 (illi 10:1' - CJ13 EL„ I- (_ 0.114 CJ16 -- HGUS2B-A' I v rj I� HGUS162 I CJ17 w 10.12 '� Allalifillile / .--1111111T11111":::, - MiligMlii4j4 ' , 1- ..................IIIIN 'i ASJ 1 ' N M N '� Q� F Ill GARAGE LEFT I m' 'm 2 1- 9'-81/2' 11'-71/2' I 40'-0" 11'-8" BERING WALL ®Copyright CompuTrus Inc.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 DRAWINGS FOR ALL FURTHER b PLAN 5-D COFFER INFORMATION.BUILDINGRECORD � DES RESPONSIBLE FOR OF RECOR PLAN: DRAWN BY JP REVISION-2: � NBIBLE FOR ALL NON-TRUSSi 5 / D-D TO TRUSS CONNECTIONS BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD TO DEGNESW POR TO O NESTOFUACLLTIONO TRUSS RUSS , COMPANY DELIVERY LOCA DON: I SCALEREVISION-3: 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. r 1 I CR1 CR1 ` tc01.4* CJ1CJ P- e, h4 Hare 8:12 - CJ7rI i - CJR CJP - - _. CJ1 __ 10 CJ R. �? CJ1nit Fr 4 C.10 c_a_. -1 4 ---_ k ' A C 8 0:12 C. 10112 8:12 CJ12 E CM / X0:1; I (3) CJ C.I17J aous�2 t 1 :A ►_"cam] CJ18 .� 11 12_ . ," R� , 'l(2) • eR AMMO MNIMMI .=INM MOM ._ A 10 12 , ' = r...-- Am,imommaillmommimi orift._ , � �d � [mow _19'. , • l, v , ) 1A1 1 I GARAGE RIGHT I 11'-r .1 I., 11=71/2' ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 03/31/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL playa tunriber PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING PLAN 5-D COFFER INFORMATION. OF RECORD RESPONSIBLE FOR ALL NON-TRUSS ` PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING COMPANY, T ■) 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO DESEGNsPRIOR TSO CONSTRUCTION. & ■ R S S 1§ DELIVERY LOCATION: I SCALE: REVISION-3: 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. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Budder 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 TPI/WTCA in BCSI,copies of which will be 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). ,, c. 6 i ki t,,p:eb ,...i., fol c a ''ii r3yr� � .D " 44 ' C rc 4., ;%t;%..• .3 EXPIRES S 8130/15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 11.07.08 GIRDER SUPPORTING 43-09-00 FROM 7-00.00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9-10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 4=(-2906) 618 10.11=(-2326) 10538 4-10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12-13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 2'- 0.0' V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7.5' V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5' TO 11'- 7.5" V 6.13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 11'- 7.5' VBEARING MAX VERT MAX ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V LOCATIONS REACTIONS REACTOIONS SIZE MAN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0' 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'- 7.5' -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0' Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.080' @ 5'- 9.8" Allowed = 0.535" MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714" nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0' 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.033° @ 11'- 2.0' 9" oc in 1 row(s) throughout 2x4 webs. 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does ( I' not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting T 121.30# 21.30# system and components and cladding criteria. 12 • 12 Wind: 140 mph, h=2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 V 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 4 5 6 44! 1'- -I - \ M 5x10 \ �I 1 \ el MI �-- Cr v --_ rn� 1 1 `r� rn I 1 o c� - 9 10 11 12 13 �8 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 , 3584# y y y y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 1, y 1-00 11-07-08 • p't0 PR Ores JOB NAME: POLYGON PLAN 5-D NH - AH1 Scale: 41. t.�; WARNINGS: GENERAL NOTES,unless otherwise noted: Q' " �P� 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 92sand Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 1 400,,001 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 stabilty during construction 2.Design assumes the top and bottom chords to be laterallygbraced at ' 2'o.c.and at 10'o.c,respectively unless braced throughout their length by1�Ir°,> DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f'' DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �1OREGON �W 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. 17 . -7�' 1 G 2��<3� SEQ. : 6 051299 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 design loads be applied to any component. and are for"dry condition"of use. V� 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility far the necessary. `;,-1+ 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,end placed so their center ch will be furnished upon 111111111111111111111111111111II VIII IIII IIII MiTPIAVICA in BCSI,copies of e USA,lnc./CompuTrus'Software 7.6.6(1L)-E request. 10.lines basic connector ectoroplatetdesign values see ESR-131 1,ESR-1 988(MiTek) EXPIRES:12/31 12015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 kt&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 2-3=(-64) 38 IC 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: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'_ 9.2" -32/ 28V 0/ OH 5.50" 0.04 NODE ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 11.7" -24/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) M,M20HS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 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 = 0.003' @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133' T I MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196" 12 10.00 2 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10,9' NOTE: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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 Cr, N c, O11111 o �� 4�� M-3x4 y y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME: POLYGON PLAN 5-D NH - AJ1 Scale: 0.6772 `�,01',D N e`�1. WARNINGS: GENERAL NOTES,unless ofhenWse noted: <{,r .715lrc 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 9'Z 0`P 6 Truss: AJ 1 end Warnings before construction commences, building component.Applicability of design parameters and properre 2.2o4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. �,.r 489.1110* DES. BY: LJ 3.Additional temporary bracing to insure sedgy 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 c2'o.c.and at 10'o.c,such asv ly unless braced throughout their length by CC DATE: 9/5/2014 the overall structure is the responsibiliy of the building designer. 2x Impact sheathing r l bracing cing re cured where shown drywall(eC). ' 4.No load should be a ed to anycomponent9 3.In bridging or lateral required where ++ pep until after g bracing and 4.Design assion of es trussesr Is the are to use of the non-corrosivecocontractor. ` OREGONu A.. SEQ. : 60513 00 fasteners are complete and at no time should any loads greater than 5.Design assumes to a used In a environment, Ix ^W TRANS I D: 407540 design loads be applied to any component, and are for"dry condition"of use. 1 { 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 1 4 �'[' fabrication,handling,shipment and installation of components. necessary. ,y 8.This design is furnished subject to the limitations set forth7.Design assumes adequate drainage is provided. 4i`'Ly ry V TPINYTCA in BCS),copies of which will be furnished upon by request. 9.Plates coincidhall e with joint can both peels of truss,and placed so their center rl R 111111111111111111111 IIIII illll IIIII 1��)III MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E q 10.Digits For basic connector platetdesign inches. see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 TC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2-3=(-96) 73 BC: 2x4,KODF p1&BTR 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 REGUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncL M,M2OHS,M18HS,M16 = MiTek MT series LLIMITED IMIIEDMSTORAGE DOES2NOT APPLIADUE0E TO NOT SPITIALET. 'COND. 2: Design checked for net(-5 oaf) 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 = -0.002' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 12 -V MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.072' 10.00 V �) MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads M in the plane of the truss only. cow o 1113.11.1.1.1.111 o/- ►� 4►/ M-3x4 ; ), y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I 5��0 PROre JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 0.6371 w` �`�15%l '' *- WARNINGS: GENERAL NOTES,unless otherwise noted: 4-t. g ,, E 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: AJ2 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 responsibiity of the building designer. 3.Additional temporary bracingto insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ryty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�" "ale,- CCDES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). OREGON �f.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �G! 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. Z �� SEQ. : 6051301 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, " }w 4 (,\ end are for"dry condition"of use. V design loads bes no control to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if +�1{r{-�.n p TRANS I D: 407540 5.CompuTrus hes no and assumes no responsibility for the necessary. " r7 r 11�� 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 6.Plates shell be located on both faces of buss,and placed so their center �1111111111111111 1� 1111111111111111111 MT'iTPe SAn BCS.,o copies of Ili which final be 7.6.6(1 L)-E upon request 9. nter Ines. linesFor coincide with connector plateint design values see ESR-1311,ESR-1886(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF k1$BTR TRUSS SPAN 5'- 8.7" BC: 2x4 KDDF MISBTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1.2=( 0) 72 2-4=(O 2-4=(0) 0 F/Cq=1.00 SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12"0C. UON. 2.3=(-138) 101 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDFP (SPECIES 625)Connector plate prefix designators: 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) M,M20HS,M18HS,M16 MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1" Allowed = 0.072" 1211 p MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 10.00 MAX HORIZ. TL DEFL = -0.001' @ 5'- 7.9" NOTE: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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. in M r-/- o WOMA 4 11E2M 1 M-3x4 y y y y 1-00 2-00 3-08-11 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - AJ3 lit. PRO4 Scale: 0.5270 ��jrSGI�U� '�/ c WARNINGS: GENERAL NOTES,unless otherwise noted: (� ' ''91511,1 y� '; Truss: AJ 3 1.Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown end is for an individual Q 2 and Warnings before construction commences. building component.Applicability of design parameters and proper. •��•,®P E � 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building desgner. , DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 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 �enrYla., 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / mAlln, A�'* fr 4.No load should be aany g 3.2x Impact bridging or lateral bradng where shown++ SEQ. : 60513 02 applied to component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. yy ,L,OREGON ((f 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, -r! TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 1. 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 '� �J' 1 A 2,� �' .. fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Fntitations set forth 7.Design assumes adequate drainage Is provided. i1`•,h h ` { I IMO VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon r quest. 8.lines coincide with joint on ren both cente9.Digits r of truss,and placed so their center C�'i r'1 L.L• MiTek USA,InC./Compulrus Software 7.6.6(1 L)-E 10.For asiciconnector plcate size of atetdesign ve in alues see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1.2=( 0) 72 2-4=(0) 0 2-3=(-64) 38 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECI ES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0' 1'- 9.2' -32/ 28V 0/ OH 5.50° 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 1301 uplift at 24 "oc spacing.) M,M20HS,M18HS,M16 MiTek MT series AEOUTAEMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1' Allowed = 0.054" 1-11-11 1 MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9" Allowed = 0.196' MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9" 12MAX HORIZ. TL DEFL = -0,000" @ 1'- 10.9' 10.00 V NOTE: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=20ft, 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 1 rn in the plane of the truss only. 0 0 0 N M/ ii. ..1.1 411110- 11 M-3x4 • 1• ), 1, 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4.3I i�'`�"D PRQFtstvis � JOB NAME: POLYGON PLAN 5-D NH - ASJ1 Scale: D.6772 � '� 5/l/° .i, WARNINGS: GENERAL NOTES,unless otherwise noted: '9 PE 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onlyupon theparameters shwn and ddi isfo an individual f and Warnings before construction commences. building component.Applicability g parameters, r�' Trus$: ASJ 1 e, 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 1 r 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.respectivety unless braced throughout their lenggth by �a. DES. BY:BY' LJ continuous sheathingsuch as odsheathin C and/ordrywaa(BC). OREGON �� is the responsibility of the erector.Additional permanent bracing of DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral brag plywood required where shown++ 4.No load should be applied to any component until after at bracing and 4.5.Desalts assumeson of n trtruss is the are responsibility beuised in anon corrosive contractor. tracto inert, �'/�,}r '�J 14 ,4 I-• SEQ. : 6051304 fasteners are complete and at no time should any loads greater than and gra for"dry condition"of use. 4r (� design loads be applied to any component. 6.Design assumes full beefing et all supports shown.Shim or wedge If �4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by s.Plates shall be located on both faces of truss,and placed so their center p 11111111111111111111111111111 MiTe USA,InC./CompuTf s which Software 7.6.6(1 L)-E request. 9.Ipor basic w�with joint plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12 31/201 r3 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2= 4208 990 1.12= BC: 2x6 KDDF #1&BTR ( ) ( -700)1 30126 12- 3=( 1854) 2762 17- 8=(-2052) 562 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= WEBS: 2x4 KDDF STAND; (-3012) 732 12-13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 2x6 KDDF #2 A 3- 4=(-4726) 1198 13-14=( -674) 2628 3-13=( -126) 758 8-19=(-3356) 864 LOADING 4- 5=( -996) 4070 14.15=) -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=1 -580) 2416 14- 4=( -368) 1860 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16-17=( -528) 2170 4.15=(-7398) 1894 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7- 8=(-4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5' TO 19'- 11.5" V 8- 9=(•3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0' TO 14'- 11.5" V 10.11=(-5320) 132219-10=( -908) 3932 16. 7=( -128) 754 ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 0) 6-17=( -678) 2882 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 17- 7=( -714) 3176 IC CONE LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 0.0° 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 8'- 1.5" -2972/ 13796V 0/ OH 3.50" 7.82 KDDF (1485) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50" 6.07 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP �� Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- 1.6" Allowed = 0.400" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062' @ 4'- 1.6" Allowed = 0.533" 9' oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- 1.5" Allowed = 0.537" 9" oc in 2 row(s) throughout 2x6 webs. MAX IL CREEP DEFL = -0.100" @ 14'- 1.5" Allowed = 0.717" MAX LL DEFL = -0.001" @ 20'- 11,5' Allowed = 0.100' MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11ff T T MAX HORIZ. LL DEFL = -0.009' @ 19'- 6,0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0' T 12 f 4128# 12 f 'I 4T128# T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V 10.00V N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 • 8 Wind: 140 mph, h=20,9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), M-4X6 load duration factor=1.8, M 5x16 Truss designed for wind loads M-5x1. M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. ce, A400010 A MI fir•iL co 41 NIA - ! I .2 _ ® - , ' 'i. 1� 12 13 14 15 16 v 17 18 19 o o M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 0 M-1.5x3 - 1, , ,k M-8x14,, ,, /, �y3584# ,, /, 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 /' y 1, k y 8-04-08 0.05-08 11-01-08 1-00 > ), y (PROVIDE FULL BEARIN,Jts:1.15,101 19-11-08 1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1 Scale: 0.2765 ,��, � /NRPyy��)6C.9y WARNINGS: GENERAL NOTES,unless otherwise noted: �4L� i i r✓/ /n.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 _'-��®,P tom'' Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper yR 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibility of the building designer. ,,, DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at e w 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: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. 2xcoImpact sheathing suchr las bracing cvrooe sured where shown and/or dryweli(eC). R- V ty 9 3.2x Impact bridging or lateral required where ++ l! CC SEQI� 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 ((✓ . : 6051305 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, �.>h TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 1� 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 / 't!' 14 ��T. fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided.a. `'4 b I G� IIIIII VIII VIII VIII VIII VIII VIII(III(III by 6.lines Platesshallbe with n on bothterse of truss,and placed so their center 1l TPWVECA In BCS(,copies of which will it furnished upon request. lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Do b indicate ic wnnecto of ate desi design see ESR-1311,ESR-1986 r� W f! (MiTek) EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 # LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 TC: 2x4 KDDF 16BTR SPACED 24.0" 0.C. 2-3=(-67) 43 BC: 2x4 KDDF 168TR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) PSF 1'- 10.9• -73/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50' 0.05 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 'GOND. 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=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' 1-11-11 AND BOTTOM TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.7' Allowed = 0.131" MAX BC PANEL TL DEFL = 0.003' @ 1'- 7.7' Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005' @ 1'- 12.0' Allowed = 0.206" 10.00 V MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does -V not exceed 19`k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ca (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. N C'7/- /- NOMNI �4 -V M-3x4 ), ; ,/ 1-00 4-00 1PROVIDE FULL BEARING;Jts:2,3,41 Op PROFS- JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 , . -775//r��#� WARNINGS: GENERAL NOTES,unless otherwise noted: 44' 92 e 0 P E 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: BJ 1and 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 bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ty 2'continuous and at 1g'hin respectively unless braced throughout their le th by ,,/,rlr.,. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywallC). OREGON •[/ CC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 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. : 60513 06 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /�j1 � 1 4 Q� and are for"dry condition"of use. Ola, design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �1 �y 1 V TRANS I D: 407 540 5.CompuTrus has no control over end assumes no responsibility for the necessary. AA' t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 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 1111111111111111111 I6which furnished request. size MTe USA,lnC./CompuTf Software7.6.6(1L)-E es si�F � o� oatde with joint center tines. Ub cnectorpltedesign 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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 2.3=(-95) 77 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( A) 3'- 11.7" 68/ 106V 0/ OH 1.50" 0.17 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 gsf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ •1'- 0.0' Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.042' @ 2'- 5.3" Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" 12 -, MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9' 10.00 V NOTE: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=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cr) load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. CO M '-f-- 102111 O1- 0 II, 4►ll M-3x4 Jr ), y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,4,3I PR JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0.5824 ,5' ` q IN �nfi��6:5' ,OgWARNINGS: GENERAL NOTES,unless otherwise noted: E{p� .( /p�/./ 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 4t' 9'2.•PE r Truss: BJ 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 responsibdty of the building designer. +` JJ DES. BY: LJ 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 20 o.c.and at 10'o.c.respectively unless braced throughout their length by ,�' '' DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood heaths here shown and/or drywall(BC). ,/rim!- po nY 9 3.2x impact bridging or lateral bracing required where ++ i 4.No load should be apped to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - '� QREG�IVSC SEQ. : 6051307 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, 9y 4�� ✓ TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if `} /4 2 �4.' fabrication,handling,shipment and installation of components. necessary. A� ry 6.This design is furnished subject to the Imitations set forth 7.Design8. laes shall assumes adequateatedon drainagehfaces Is provided.,and heir center '�'! `ri I` V 111111111110111131 110111100111 IIII IIII MITTpI/WTCA B SAnInCSCo puTfus SoftwareI,copies of which will be f 7.6.6(1 L)E�upon quest center lines. 9. t coinc10.For basic idewith of plactor plate design valuesseeESRd so ti B68(MiTek) ++ll 4 EXPIRES:12/31/2015 This design prepared from computer input by 1111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 TC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-205) 171 BC: 2x4 KDDF M1&BTR 3-4=( -58) 25 IC 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 314V -641 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.-/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" V) MAX IC PANEL TL DEFL = -0.008" @ 1'- 11.4' Allowed = 0.428' 12 (� MAX HORIZ, LL DEFL = -0,002' @ 5'- 8.2" 10.00 V MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. �� o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, al (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CS load duration factor=l.6, ur Truss designed for wind loads in the plane of the truss only. M 4 -/ �� ►� 5►t 0 1 M-3x4 ,1 1, 1, ), 1-00 4-00 1-08-15 'PROVIDE FULL BEARING:Jts:2,5.3.41 Q`c,0 P R Ore �� JOB NAME: POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 4:.;1� ' 51114 '4- WARNINGS: GENERAL NOTES,unless otherwise noted: ' �� I. / P 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is toren Individual A ,rte and Warnings before construction commences. building component.Applicability of design parameters and proper .^ //�" Truss: BJ 3 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 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 70'o.c.respectively unless braced throughout their bngth by > ` a,- ��"- DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (JRECiON �G/ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 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 dirties is the responsibility of the respective contractor. "�L��'‘,..,/1' 1.4 2'O� SEQ. : 6051308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition"of use. � . A. design loads be applied to any campasent. 6.Design assumes full bearing at all supports shown.Shim or wedge if �+.�y 1^�t t TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 5 r71 y 1 b� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. - 6.This design is furnished subject to the Initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111 111111111111111 1111111111 11111 IEEE 11 MTe SAIANTCA nInc./CompuTrus BCSI,copies of which will be Software furnished upon)-E request. joint center Ines. o lines coincide a connector design values see ESR 1311,EOR_19H6(MiTek) EXPIRES:12/31/2015 111110111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF #18,BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 1-2=(-48) 41 1.3=(0) 0 #1&BTR SPACED 24.0' O.C. IC 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 ORO AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) M,M2OHS,M16HS,M16 = MiTek MT series 1'- 11.7' -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 poll 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 = 0.003' @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX IC PANEL TL DEFL = 0.002" @ 1'- 2.9' Allowed = 0.196' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' 1-11-11 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 10.00 V '' Truss designed for wind loads in the plane of the truss only. rn 0 0 0 N C7f. 0 0PIAIIIIIIIIIIIIII 0,- 111/0.--- 31� M-3x4 y y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2) JOB NAME : POLYGON PLAN 5-D NH - BSJ1 �>v0 pRnFt Scale: 0.7703 �� INaEs/ WARNINGS: GENERAL NOTES,unless otherwise noted: <, 61 CI V/I /!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 C32 0 /PE �T" Truss: BSJ 1 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. .�+' J/` 3.Additional temporary bracingto insure stehii duringconstruction 2.Design assumes the top and bottom chords to be lateral braced at DES. BY: LJ is the responsibility of the ctor.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y' � F DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). / r!� = 3.2z Impact bridging or lateral bracing required where shown++ ry. 4.No load should be applied to any component until after all bracing and 4.Installaaon of truss Is the responsibility of the respective contractor. -qL OREGON� /,i SEQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ^. TRANS I D: 407540 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 14 �r fabrication,handling,shipment and Installation of components. necessary. q �`' 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage isp truss,a. 'v/C'"Ly �{ nd ced so their center I IANTCA in BCSI,copies of IIIIII VIII VIII 11111 VIII 1111111111111111 MTe USA, /CO PUTfU3 i$oftware 7 6 6(1 L)E ch will be furnished upon request. 19.Digits 0 cide with joint center lines. iinlines dicsic caate sizeconnector plate platele I i nchhelue8.Plates shall be located on both faces s ee ESR-1371 ESR 1988(MITek) C 1 EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=) -983) 3050 3.10=(-298) 299 TC: 2x4 KDDF CHOIR LOAD 24.0" O.C. 2- 3=(-3345) 1280 10.11=( -749) 2567 10- 4=(-182) 615 BC: 2x4 KDDF S1ANDR 3- 4=(-3184) 1317 11.12=( -413) 1876 4-11=(-746) 536 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 TC LATERAL SUPPORT <= 12'OC. UON. 6- 7=(-3187) 1318 12- 6=(-747) 536 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 8- g=( 0) 79 13- 7=(-300) 300 OVERHANGS: 18.8' 18.8' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BOG REQUIRED BRG C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE MIN. (SPECIES)BRGAREA M,g20HS,M18HS,M16 = MiTek MT series THEELOAD BOTTOMAT CHORDADEAD(LOADPISIAIMINIMUMY BC OF2102PSF. 0'- 0.0' -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) )COND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017' @ -1'- 6.8' Allowed = 0.156" MAX TL CREEP DEFL = -0.016' @ -1'- 6.8" Allowed = 0.208' MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154' MAX TL CREEP DEFL = -0.397' @ 18'- 0.0' Allowed = 2.872' MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016' @ 45'- 6.8' Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085' @ 43'- 6.5" MAX HORIZ. TL DEFL = 0.139' @ 43'- 6.5' 21-11-15 22-00-01 I NOTE:Design assumes moisture content does T 7-06-15 7-01 not exceed 19`k at time of manufacture. 7-04 7-01 7-06-15 � 7.04-02 � 1I I T Design conforms to main windforce-resisting I 12 system and components and cladding criteria. 12 6.00 4.0" Q 6.00 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), tio,5 load duration factor=l.6, M 5x8S M-5x8(S)) 8 Truss designed for wind loads ) in the plane of the truss only. 0.25 0.25" ry /\IIpr.M-1.5x3 M-1.5x3 3 - N coT 13 o 1/M-3x8 to 0.25" 0.252 M 3x4 M-3x8\ 8 M 3x4 M-5x8(5) M-5x8(S) y y I I I y y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 _,to PRQje� JOB NAME : POLYGON PLAN 5-D NH - Cl Scale: 0.1506 �4''°' s�/°� WARNINGS: GENERAL NOTES,unless otherwise noted: 4- '9 P E 1r 1.Builder and erection contractor should be advised of all General Notes 1•b int ng i ompon sed Applicability of on the designters shown oters and pnd Is roper an Individual ,/� Truss: C 1 2andx4 compress before bradng n commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabiity during construction 2'o.c,and at 10,o.c.respectively unless braced throughout their le th by ,,.+Prr - joior if DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). OREGON f" 14. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ dLi y_ r,! 4.No load should be appied to any component until after at bracing and 4.Installationassumes is is the erepo b responsibility of the h resperroae contractor.tent, 7 ,),r 1 4 rN A. SEQ. : 6 051311 fasteners are complete and at no time should any loads greater than Dand are for"dry coed tion"of use . f3Q design loads be applied to any component. 6.Dedign assumes hill bearing at all supports shown.Shim or wedge If �y b t V TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. r 1 r1 i�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 upon ndde with joint center fines. 111111111111111111111111111111111111 MTITPe BCSI,copies of which Software furnished L)-E request. i9.p.lines Dorr basic scot of design values see ESR-1311,CSR-1988(MITek) EXpIRES:12/31)2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" , TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00;. BC: 2x4 KDDF #1ABTR SPACED 24.0' O.C, 1- 2- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 WEBS: 2x4 KDDF STAND; 2- 3=(-3324) 1271 10=( -809) 2538 9- 4=(-182) 616 2x4 DF STAND A LOADING 3- 4=(-3164) 1308 10-11=(- -431) 1847 4.10=(•746) 536 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2452) 1174 111-12=( -780) 2358 10- 5=(•406) 1050 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 65-- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 7- 8=(-3267) 1326 6-12=(-226) 561 OVERHANGS: 18.8" 0,0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-247) 336 '• For hanger specs. See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) JT 8: Heel to plate corner = 2.50" 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 = 0.017" @ -1'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'- 0.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.386' @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083' @ 43'- 3,5' MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5' NOTE:Design assumes moisture content does 21-11-15 21-09-01 not exceed 19% at time of manufacture. to 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system andforms componentsln andicladding rcriteria. 12 fT Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0" Q 6.00 load duration factor=1.6, 4" 5 fc0( Truss designed for wind loads M-5x8(S) IMS in the plane of the truss only. 0.25" M-5x8(S) 0.25" 4`t' �� M-1.5x3 \101/ /\- IiIN4144N4%,?plis4,M-1.5x3 M M-3x8 0 0 2 o M-3x8 M-3x4 1 .25" 0.25(1 12 **8 o M-3x4 O ,t.' M-5x8(S) M-5x8(S) y y ), y J, ) 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 y JOB NAME : POLYGON PLAN 5-D NH - C3 ° PR()Fe Scale: 0.1508 .`eJ� IN� �'0/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4., /5/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 4t• :92 e•PE r Truss: C3 and Warnings before construction commences. buildingcomponent.mponcomponApplicabilitytth design pof parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designee �..+' DES. BY: LJ 3.Additional temporary bracing to insure staidly during construction 2.Design assumes the top and bottom chords to be laterally braced at a�� 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 #t DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall03C). 4.No load should be aany component3.2x Impact bridging or lateral bracing where shown++ �y ppied to until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ''.7G OREGON' � Ai SEQ. : 6 051312 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/k- 7 `V TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"at 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 Q 14 2. �''�" fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth 7.Design8. lates shall be assumes adequate on both ne drainageces of is provided.,and �'`ty ` i d so their center BCSI,copies of 111111 11111 VIII VIII VIII VIII VIII IIII IIII MT6USA,ine/CO Pl1TfUS which $0ftwill WBf6 7r 6.6(1 L)E requestnished upon 9.Digits indicateth Joint center Ines. 10.For basic caoincide sizer ofpplate design inn helve seesESR-13ltutre ESR 1988(MiTek) el b4 EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF #1&BTA 72, T3 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 BC: 2x4 KDDF S18,NDR LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=(-3048) 8220 6.14=( -92) 754 WEBS: 2x4 KDDF STAND TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0' V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7-15=( -534) 394 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0 +DL 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0(+DL) 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0" V 8.10=(•5882) 2106 8.16=(-2866) 1340 9-10=( 0) 0 10.16=( -482) 1834 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(•6614) 2318 16-11=( -190) 392 ALL FLAT TOP CHORD AREASS SHEATHED NOTE: 2x4 BRACING AT EAUON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=(-6548) 2250 NOT LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 20.0" 0.0' AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,'M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3'x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0' Allowed = 0.167' 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0' Allowed = 2.142" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0" Allowed = 2.858" MAX HORIZ. LL DEFL = 0.078' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5' NOTE: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), load duration factor=l.6, 24-00-10 9-08-11 Truss designed for wind loads T 9-11-11 ' 1' ' in the plane of the truss only. 5-01-03 4-04 0-06-08 5-08-15 6-03-06 6-03-06 5-08-15 0-06.08 4-04 � 4-10-03 � 1' '( '4533.30# f f f 633"30# 12 12 M-7x8(S) 4 6.00 6.00 M-5x6 M-3x5 0.25" M-3x5 , M-5x6 e A yip 8 piG�k M•1.5x3 M-1"5x3...,44%.414.4041V-. 1\el Iggillikkh /A rAlilliPl•/.fr A 1 I I II k b 1 M 3x8 0 ir Se se 16 *12 o o /M-3x8 M-3x8 13 10.25" 0.2515 M-3x8 O ,: M-7x8(S) M-7x8(S) 1, 1, y y y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 �� ) PR°Pes's JOB NAME: POLYGON PLAN 5-D NH - CH1 Soale: 0.1499 Or 5/1 °.yam WARNINGS: GENERAL NOTES,unless otherwise noted: 44/4' 92®,P E , <' 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 CH1 and Warnings before construction commences, building component.Applicability of design parameters and proper Truss" C I t 1 2.2x4 compression web bracing must be installed where shown=. incorporation of component is the responsibitty of the building designer. " 3.Additional temporary bracing to insure stability during construction 2.Design andl assumes the top and bottom chords to be laterally braced at po ry 2'o.c. at 10'o.c,respectively unless braced throughout their len th by ,/.�imq> DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall$C). OREGON �ft. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 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. Z �� SEQ. : 6051313 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 1 4 � design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. �r1 rt 4 1 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. f 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 es ncide IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMiTPeNTCAinn nciCompuTf Inc./CompuTrus ch willbe rnishe1L))-oErequest. joint center Ines. 9.10. basicconneecto�plateldesignvaluessee ESR-131f,E6R-1SHS sliTeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" TO: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/3.13=)=1,00 2x6 KDDF g16BTR 72, 73 SPACED 24.0" O.C. 1- 2=( 0) 84 2-13=(-1346) 2900 3.13=( -97) 178 BC: 2x6 KDDF q1&BTA 32-- 3=(-3372) 1652 14-14=(-1891) 3901 13- 4=( -331) 1025 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 116=(-1701) 3873 6-14=( -18) 401 TC LATERAL SUPPORT <= 12"OC. UGH. DL ON BOTTOM CHORD = 10.0 PSF 64-- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 6- 7=(-4061) 1945 7-15=( -276) 155 7- 8=(-4043) 1898 15- 8=( -18) 418 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8.10=(-2734) 1407 8.16=(-1397) 647 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11=(-3118=( ) 1527 16.11=� -367) 219 11.12=(•3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0' 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX REACTIONSHORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (urn). 0'- 0.0' -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,MI8HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8"0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.510' @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE: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=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-03-11load duration factor=1.8, 17-04-10 13-00-11 Truss designed for wind loads 5-01-03 4-04 �3-05-0912 09-14r 6-03-06 6-03-06 T-09-143.05-09� 4-04 4-10-03 in the plane of the truss only. T 12 5 9 12 6.00 p M-7x8(S) Q 6.00 M-5x6 M-3 3x5 7 ,.25' M-3x5 M-4x6 19 '- 13,. M-1.5x3 + /\/ M-1.5x3 + 1 M M-3x8 0 0 13 . 6O y M-3x8 M-3x8 10.25" 0.255 M-3x8 *12 0 y M-7x8(S) M-7x8(S) y 1 1 1, )- y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 Gj� lo C�N �'/ WARNINOS: GENERAL NOTES,unless otherwise noted: CLQ` Val,' �1 H2 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 4t' oC92•, 1 E 1�-" Truss: C H 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. ,+` DES. BY: LJ 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: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r+"rrAmmn 9 3,2x telImuo bridging or lateral bracing where shown++ f 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. -7G ,L GREG( a� �f, SEQ. : 6051314 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, 7 ♦k `V TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use. f",' 74 ` 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 i F, 1 4 'y. r"'t^" fabrication,handling,shipment and Installation of components. necessary. A� h 6.This design is furnished subject to the imitations set forth T.DesignPlates shall be assumes adequateatedooc drainage Is provided. a 'M/�"h `` 1111111111111111111 VTPI/WTCA in BCSI,copies of which wit be furnished upon request. 8 es coincide with joint center fines.of truss,and placed so their center +i 4 MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111This LUMBER-BC TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3.13=(-152) 199 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13.14=( -914) 2657 13- 4=( -33) 359 WE: 2x4 KDDF STAND;STANDR 3- 4=(-3114) 1250 14.15=( -700) 2439 4.14=(-524) 357 WEBS: 2x4'OFDF F STAND A LOADING 4- 5=(-2567) 1138 15-16=( -700) 2439 14- 5=(-276) 797 2x4 DLL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(•457) 180 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16-10=(-489( 3444 10-11=(-3039) 1229 17-11=( -77) 2518 NOTE: 2x4 BRACING AT 24"0C TOS. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *• For hanger specs. - See approved plans0'- 0.0' -321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625) 43'- 9.0" -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, IncM,M12 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing Je VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 T 12:: HeellHt to ppll = MiTek MT ate corner = 2.25"series MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.201' @ 22'- 0.0" Allowed = 2.142' MAX TL CREEP DEFL = -0.389" @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142' @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04.11 Design conforms to main windforce-resisting 1. T system and components and cladding criteria. 5-02-03 0-04 08 5-04-05 5-05-11 5-04-06 4 ( Wind: 140 mph, h=23.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5.05-11 5-04-05 0-0�4-08 5-02.03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.8, ( T 12 Truss designed for wind loads 12 M-4x6 Q 6.00 in the plane of the truss only. 6.00 C7 M-4x6 M-3x8 • M-5x6(S) y M-5X6(5) 0.25" 0,25" 4 l'' M 1.5x3o o + + M 1.5x3 1 v!.-3x10 o 03 F- e Fr .,12 y"o 13 "I 16 17 o /M-3x8 M-3x4 14.25" M-1.5x31 0.25' M-3x4 O M-5x8(S) M-5x8(S) (S) y y 1 y 1, y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y •1-08 43-09 WEDGE REQUIRED AT HEEL(S). O PROp JOB NAME: POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 c . s 5/1 �/0�-y WARNINGS: GENERAL NOTES,unless otherwise noted: fit: 9"�®�P E 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 ,,ak and Warnings before construction commences. building component.Applicability of design parameters and proper. J�/� Truss: CH3 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the buik8ng desgner. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced et mpo ry2'o.c.and at 10'o.c.respeNvely unless braced throughout their length by f,++{r �= �- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(DC). OREGON b �I • DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7W 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ` t 2 SEQ. : 6 051315 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. 41 `• 1 4 Q\ and are for"dry condition"of use. bs design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If tt��tt TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. t 11 1 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,end placed so their center IIIIII VIII 111 1111 11 VIII VIII illi IIII TPI WUCA in nc./ copies rf s Softwareh will befurnished7.6.6( upon request. 9.lines For basic coincidecesize joint plate center rinc vale vv p MiTekUSA,IBCJCompsofw will 1L)-E 10.For connector plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 44'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 LOADING 3- 4=(-3135) 1578 15.16=(•1120) 2476 4.15=(-523) 297 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•2589) 1493 16.17=(-1120) 2476 15- 5=(-357) 819 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5 5- 6=( 0) 0 118=(-1208) 2619 1 7=( 2248) 1390 188-- 6. 7=(-463) 298 TOTAL LOAD = 42.0 PSF 12=(-1346) 2848 17- 7=( 0) 274 NOTE: 2x4 BRACING AT 24'OC UON. FOR 7- 9=(-2248) 1390 7-17=(-463) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) . 9- 9=( 0) 0 9-17=(-357) 819 9.10=(•2589) 1493 17-10=(-523) 297 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-11=(•3135) 1578 10.18=( -21) 359 OVERHANGS: 20.0" 20.0" LIVE LOAD AT LOCATION(S) SPECIFIED By IBC 2012. 12 =(-33307) 161840 18.11=(-151) 184 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1,5x4 or equal at non-structural vertical members (uonon BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ). Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,M2OHS,l18H5 (16or =nprefix)T = CompuTrus, Inc 44'- 0.0' -444/ 2038V 198/0/ 198H 5.50' 3.26 KDDF 0H 5.50" 3.26 KDDF ( 625j M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.t VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403" @ 22'- 0.0' Allowed = 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 45'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5' 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6,5" content "''' ' 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 -03-09 5-05-11 5-02-03 5-07-06 1 notEexceedesinist ates timelre ofumanufacturedoes 12 6 8 T 6.00 12 Design conforms to main windforce-resisting M-4x6 M-3x8 M-4x6 4 6.00 system and components and cladding criteria. 7 Wind: 140 mph, h=24.2ft, )CDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) .. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=1.6, 0.25" Truss designed for wind loads 0,25" in the plane of the truss only. 3*. 0 M-1.5x3 +.• .+ it\ M-1.5x3 1 co M 04111 1441- ( 8 M 3x8 M-3x4 1 .25" M-116 4. 5X3 0 .25)7 18 TT3 o M-3x4 M-3x811 0 M-5x8(S) M-5x8(S) ), y 1, y 1, y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 ' ), 1-08 44-00 1-08 JOB NAME : POLYGON PLAN 5-D NH - CH4 ,c O PROs Scale: 0.1623 �`�J ' 775//r` S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: t,4 '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 2' `9'Z®4 1 E Truss: CH4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY• LJ 3.Additional temporary bracing to insure stab ity 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.respectNely unless braced throughout their length by .rrilr. DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner, continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC), �1r!. iaa�"" 9 3.2x Impact bridging or lateral bracing where shown++ CC SEQ. : 6 051316 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. Ci 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_' RGON �((� TRANS ID: 407540 design loads be applied to any component and are for"dry condition"of use. '7.t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if '�6 -T 14 �•n� �-'t�, fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided.truss,aC+h h ` ` I II 11111 11111 VIII VIII VIII II IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. 8.lines coincide tes shall bewith Joest on center ares.s of end placed so their center r ti 7!l 41• MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111E1111This LUMBER-BC INC 2012 MAX MEMBER FORCES 4WAIDDF/Cq=1.00 SPECIFICATIONS TRUSS SPAN 6'- 0.0" M.ER( 0) 72 4WR/DD)/0 LUMBER LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF H18BTA 2-3.(-71) 97 SPACED 24.0' O.C. BC: 2x4 KDDF N18BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DLD 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 2.0 PSF PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) TOTAL LOAD 42.01'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE (GOND. 2: Design checked for net(-5 WI uplift at 24 "oc spacing.I SPATIAL 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -11- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.7' Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" 1-02 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3' MAX HORIZ. TL DEFL = 0.000" 0 1'- 1.3" NOTE:Design assumes moisture content does not exceed 19`k 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), load duration factor=l.6, 12 Truss designed for wind loads 10.00V in the plane of the truss only. � o chi o ►��4 M-3x4 1 y 1, 1, 1-00 (PROVIDE FULL BEARING:Jts:2.3,4I 6-00 �,, ,0 P R Opt. JOB NAME: POLYGON PLAN 5-D NH - CJ1 sale: 0.6954 c.-. �` j %1 °� WARNINGS: GENERAL NOTES,unless otherwise noted: '9 P E 1.Builder and erection contractor should be advised of all General Notes t'This buildingsign is based nent.Applicability on the oparameters design shown and n di isfor a individual ,"+ Truss: CJ 1 and Warnings beforewebracing n commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web 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'a.c.and at 10'o.c.respectively unless braced throughout their length by ' . �, DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfordrywall(BC). 4:1:41457-- RECidN �. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I1 4.No load should be applied to any component until after all bracing and 5.Installationassumes trusses are be used of the non-corrosive environment,ve contractor. 1- N.'ik 1 a r�O� ^�.. SEQ.. : 6051317 fasteners are complete and at no time should any loads greater than and Design ne for"drytrsescondition" ode. �� design loads be eppfied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if � i TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4 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 111111 11111 II1111 II 11111 pIII IJwhich will berequest. MTe SA,InCCOmpuTf Software lines coincide of alwithjoint design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 1/2015 IIIIII1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF HIABTR TRUSS SPAN 6'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBERl-2FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N1&BTA1-2=( 0) 72 2-4=(0) 0 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. 2-3=(-60) 58 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF (SPECIES) 0'- 0.0' -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 50 2'• 3.6" -124/ 112V 0/ OH 1.50' 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 net(-5 psfl uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5" Allowed = 0.165' 12 MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6' Allowed = 0.247• MAX BC PANEL LL DEFL = 0.008• @ 2'- 8.6" Allowed = 0.254" 10.00 V MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6' MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. � Design conforms to main windforce-resisting yr system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Os (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4- load duration factor=1.6, CD Truss designed for wind loads N in the plane of the truss only. co/- Nr 0EirdAIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIII o ► 11 ��4 -/ M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ2 p,0 PROpe, Scala: 0.6704 // !/ laA� 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 end is for an Individual 4t T CJZ••IDE 1+^ Truss: CJ 2 and Warnings before construction commences. building omponent.Applicability of design parametersand proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsidfity of the building designer. �r DES. BY" LJ 3.Additional temporary bracing to insure stedRty 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'c.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywal BC). err a SC/1 9 8 3.2x Impact bridging or lateral bracing where shown++ �, EQ• : 6051318 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. 4," 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 �.�RELIdN TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use, d 1' 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 id •7 F /4 2•°� 0,4 fabrication,handling,shipment and installation of components. necessary. (� t` 6.This design Is furnished subject to the limitations set forthm.Plates hell be l adequate drainage is truss ed. R r 4`" I IIIIII VIII IIID(IIII VIII VIII VIII IVI IIII by 6.Pleeconci ee hjoin on both nes. of truss and placed so their center TPINYTCA in BCSI,spies of which will be furnished upon request. lines coincide with joint center Anes. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.orr�basic i connector plcate size of atetdesign ve In alues see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E11111This LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1BTR SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2e( 0) 72 2.5=(-49) 63 3.5=( 0) 76 BC: & SPACED 24.0" O.C. 2-3=(•118) 14 5-6=(-30) 95 3.6=(-99) 31 BC: 2x4 KDDF STAND3.4=( -17) 31 WEBS: 2x4 KDDF STAND; LOADING 2x4 DF STAND A 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 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -44/ 292V -27/ 91H 5.50° 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 120/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacinad M,M20HS,M18HS,M16 = MiTek MT series 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" T MAX TC PANEL LL DEFL = 0.003" @ 0'- 11.5' Allowed = 0.081" MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116' 12 MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" 10.00 V MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3' -/ :::9:O:1Et : ie0eo Z. TDEFL = 0. 01" @ 5'- 3.3" ndforce-resisting system and components and cladding criteria. l&IIIIIIImmmmmm �O 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=l.6, :,- M-3x5 Truss designed for wind loads in the plane of the truss only. ro � �j,0111111W1CH41111111111.1111111111111111111..-ii �5 v, d �� M•1.5x3 0 o� RE RO M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. a 2.75 12 y y y ) 2-05-08 2-09-13 0-08-11 y y 1, y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2.4,61 �,0 PR Ore� JOB NAME: POLYGON PLAN 5-D NH - CJ 2C Scale: 0.5669 44 1/5/i7' /dl' WARNINGS: GENERAL NOTES,unless otherwise noted: • �F-L� r]r� 1.Builder and erection contractor should be advised of as General Notes 1. s design building component.Apis plicabilitylynthe of paradesigmeters shown and andI for an individual Truss: CJ 2 V and Warningsmbeforewe musto commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at Ale" 3.Additional temporary bracing to insure stability during construction 2'o.c.ad at 10'o.c.respectively unless braced throughout their le th by ,,. �, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � �N �t , DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ W 4.No load should be applied to any component until aper aR bracing and 4.5.Design ion of truss is the assumes trusses are responsibility be used of a respective non-corrosive environment, �/...-I ,�4 ZOO tom' - SEQ. : 6051319 fasteners are complete and at no time should any loads greater than and gra for"dry condition'of use. V d(, design loads be no to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if V TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility far the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l 1 ti 1 6.This design is furnished subject to the firritatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center n 11111111111111111111111111111111111111 MiTeUSA,Inc./CompuTrus Software furnished6.6(1 L))--Z request. 10.lines basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 12131/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF BTR TRUSS SPAN 6'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF A168TR 1.2=( 0) 72 2-4=(0) 0 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-82) 76 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN.TOTAL LOAD = 42.0 PSF 0'- 0.0' -29/ 335V -40/ 122H 5.50" 0.54 KDDF (SPECIES 625)Connector plate prefix designators: 55 3'- 6.1' 127/ 1V 0/ OH 1.50' 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 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. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 3-06-13 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.099' llowed = 0.132' T MAXMAX TL TC PANELELL DEFL = 0.017" @ 0 '- 11.8" Allowed = 0.270" 12 MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 10.00 MAX HORIZ. LL DEFL = -0.000' @ 3'- 6.1" MAX HORIZ. TL DEFL = 0.000' @ 3'- 6.1" NOTE:Design assumes moisture content does 0 not exceed 1996 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,BCOL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, load duration factor=1.6, Y c%) 4 Truss designed for wind loads in the plane of the truss only. cr) v 0INIAJIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII o p� M-3x4 y ), y 1-00 'PROVIDE FULL BEARING:Uts:2,3,41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ3 "\0, o PROF�s Scale: 0.5917 � ,fglJ �}�j1/ '�/� WARNINGS: GENERAL NOTES,unless otherwise noted: Zl,t p 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 4t' 'C:.'2/$r E t„" Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chards to be laterally braced at 09001 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byIr• DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. 9 3.2x Impact bridging or lateral bracing where shown++ -0 �, SEQ. : 6051320 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. t`'"� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON `r✓ TRANS I D: 407540 design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if l. '1)4''1Y 14 . A4 fabrication,handling,shipment and installation of components. necessary. - 6.This design is furnished subject to the pmnetions set forth 7•Design assumes adequate drainage is truss,ed. hr.,h �t 11111111111111111 TPIAArrCA in BCS',copies of which will be furnished uponquest 8.linesecoincidbee with joincenter�pf^esg of and placed so their center /f 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits basicc nnecttote size rplf atete in desi nches. n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111This LUMBER-BC TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF TC: 2x4 KDDF #1ANDR 16BTR SPACED 24.0" D.C. 2.3=(-171) 21 5.7=(-69) 114 3-4=( -24) 34 5.3-( 120) 51 6 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0' 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50' 0.11 KDDF ( 625) 6'- 0.0" 0/ 92V 0/ OH 5.50' 0.15 KDDF ( 625) Connector plate prefix designators:) = ComLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = sus, Inc M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 gsfl uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005' @ 2'- 3.8' Allowed = 0.199' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005' @ 1'- 1.1" Allowed = 0.159' MAX BC PANEL TL DEFL = -0.009' @ 3'- 7.4" Allowed = 0.186' MAX HORIZ. LL DEFL = -0.004° @ 5'- 7.5" 3-06-13 1' MAX HORIZ. TL DEFL = 0.005• @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 199s at time of manufacture. 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. M 4x6 ('4 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.10inuth designed for wind loads in the plane of the truss only. N r) AlnrMMIMMMII.Mil E1.----.7.-14 7 d. m o M-1.5x3 .f- 110-=1.1 6 0 M-3x4 M-3x4 M-3x4 i, y y 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7I �._`to PRope�s JOB NAME: POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 x//5//7` WARNINGS: GENERAL NOTES,unless otherwise noted: yrG/•PE• 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 J and Warnings before construction commences. building component.Applicability of design parameters and proper ,°. Truss CJ3C 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at s� 2'o.c.and at 10'o.c.rspectively unless braced throughout their length by " . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfordrywa0(BC). ti CC OREGON � DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rf�e1 4.No bed should be applied to any component until after all bracing and 4.Installation 5.Design assumes trusses are russ is the to be used in a non--he ppectiive contractor. environment, �%y 7�r ,� s4o .�.. SEQ. : 6051321 fasteners are complete and at no time should any beds greater than and are for"dry condition"i of use. V fl TRANS I D: 407540 design loads bes nopcon to any andcomponent.a6.Design assumes full bearing at all supports shown.Shim or wedge If V 5.CompuTrus loads control over and assumes no responsibility for the necessary. " R 1��' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both feces of truss,and placed so their center 1111111111111111111111111111111111ft 11111111MTe SA,IncSCompuTr s iS will be +7 6.6(1 L)-E upon quest Isdnepnt center fines. aDa indicate tbcoct design values see ESR-1311,ESR-1988(MiTek) IANTCA I,copies of ch EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUNBEA SPECIFICATIONS TC: 2x4 KDDF CATBTR TRUSS SPAN 6'- 0.0" BC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012.53/MA X M1-2.) FO 0S 2W4=(0) 0q=1.00 SPACED 24.0" O.C. 2.3=( 0) 72 2.4=(0) 0 TC LATERAL SUPPORT <= 12"OC. VON. 2-3=(-109) 95 BC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12,0" p,p" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. TOTAL LOAD = 42.0 PSF O'- 0,0' -24/ 369V 153H 5,50" 0.59 KDDFP(C625) Connector plate prefix designators: 4'- 8.4' -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,CI8,CN18'(or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.102KDDF ( 625) 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 "on spacina.l REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 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 = -0.002" @ -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed =, 0.133" 4-09-03 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed 0.039" I MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.052" MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001' @ 4'- 8.4" 10.00 V 0MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" NOTE: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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, load 1.6 Cat.2, Exp.B, MWFRS(Dir), durationfactor= a Truss designed for wind loads in the plane of the truss only. co 0 O� �� • 4 -/ M-3x4 y ), 1-00 6-00 y PROVIDE FULL BEARING:Jts:2.3.41 JOB NAME : POLYGON PLAN 5-D NH - CJ4 ,t,0 PR04- Scale; 0.5377 �`cJ )GINE S/� WARNINGS: GENERAL NOTES,unless otherwise noted: `/q/J /9y� �i Truss: CJ 4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '� .92!0 r E r 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. DES. BY: LJ 3.Additional temporery bradng to Insure stabilityduring construction 2.Design assumes the top and bottom chords to be lateraly braced at is the responsibilityof the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their lenggth by .u01.* DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall C). ,,'rS ,: +�"�"" 4.No load should be a Wed to anycomponent 0 3.2x Impact bridging or lateral bracing where shown++ -� yy," SEQ. : 6051 322 pP until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '.. tel OREGON 4l,i 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 TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 1 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if <0 ,�" 14,.2 4 fabdcation,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. ' C^yy 'S ` IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMlTCA in BCSI,copies of which will be furnished upon quest. 8 Platesnecoincide with Joint on ent rr Ones.faces of truss,and placed so their center C r'i b 1• MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E S.Digits Indicate size of plate in Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111This LUMBER-BC TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 51 2x4 KDDF BC: 2x4 KDDF #1ANDR 1&BTR SPACED 24.0" O.C. 2-3=(•214) 36 5.7=(•122) 165 3.4=( -59) 46 5.3=(•180) 135 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" -1/ 115V 0/ OH 5.50' 0.18 KDDF ( 625) Connector plate prefix designators:Com M,M2OHS,M18HS,M16 ( = prefix)iTk = riesuTrus, Inc LIMITEDQUISTORAGE DOES NOT APPLY CUE 2 NOT BEINIAL )COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TLELL MAX DEFL = 0.005' @ 2'- 3.8' Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.051' 4-09-04 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 10.00 V 0 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, )All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 4x6 Truss designed for wind loads in the plane of the truss only. At w Co 111111111111111111.- �1 p-,...=. 7 D11 v� m M-3x4 o M-1.5x3 .• ►-� 6 0 M-3x4 M-3x4 1, /, y 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts;2.4.71 ,, 0 PROs JOB NAME: POLYGON PLAN 5-D NH - CJ4C Sala: 0.4610 `\ /5/ s�°� 1. WARNINGS: GENERAL NOTES,unless otherwise noted: 92 t,PE 1.Builder and erection contractor should be advised of all General Notes 1.This building igncoi is based .Applicability only the of ardeametshown parameters and di isfor proper Individual 1 . Truss: CJ4C and Warnings beforenbracing mustn bcommences. incorporation of component Is the responsibility of the building designer. 2.2x4 compression web be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at #, " 3.Additional temporary bracing to insure stablSty during construction 2'o.c.and et 10'o.c.respectively unless braced throughout their le by ,,,. 'Alm". fy", DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)dthroand/or drywall(BC). OREGON I,i DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impacttlbridging or lateral bracing required where shown++ V A `V 4.No load should be appled to any component until after all bracing and 4.5.Design assumes trusses are ation of truss Is the responsibility beblse of anon prothe ve contractor. environment, "�/�y -7'e 1 412p t - SEQ. : 60513 23 fasteners are complete and at no lime should any loads greater than and gra fors"dry condition"of use. V O design loads be applied to any component. 6.endie assumes full bearing o ut e all supports shown.Shim or wedge if .� �� V TRANS I D: 407540 5.CompuTrus has no cntrol over and assumes no responsiWlity for thenecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8 T This design A iisn BCSIs subject to the Initations which will be furnished forth up upon quest. 8.Plates shall be with Joint ceon ntetr mess of truss,and placed so their center D12/31/2015 I 1pl1I IIIII IIIII IIIII II111IIIII I f l IIIII ft MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E O.Forribasic connectorplatetdesign values see ESR-1311,SSR-1988(MITch) EXPIRES:RES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-137) 115 TC LATERAL SUPPORT <= 12"0C. 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) M,M2OHS,518HS,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 net(-5 osf) 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478' T MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" �6I NOTE:Design assumes moisture content does 10.00 12 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. v 0 Lo co 7 PAMMINIMEIMEMEMEMEMIE O/- a 10,2=7-4114t2t M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,3I JOB NAME : POLYGON PLAN 5-D NH - CJ5 X01, ° pRoF�s Scale: 0.4821 �`�j �(a ��p j3/42WARNINGS: GENERAL NOTES,unless otherwise noted: t,V '7fJ �IjC7 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 T.92,•PE. mss+ Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,,r' r./ DES. BY• LJ 3.Additional temporary braving to Insure stab lty during construction 2.Design assumes the top and bottom chards to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.res tr as plywood y unless braced throughout their length by � .. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r!�Imrr v SEQ/1 3.2x Impact bridging or lateral bracing where shown++ C, . : 6051324 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. .7"� QREGO NI 1. 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, -7 1� `V TRANS I D: 407540 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 • © • 14 �. �"'� fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage isprovided.trus fip I` t 1111111111111111111 TPIM?CA In SCSI,copies of which will be furnished upon request. quest. 8 Ines clates olndde wi th joint on tr lines$of truss,and placed so their center r i L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate in inches. 10.For9.DigitsIndicate connector of te design values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111141This LUMBER-BC TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6.5=( 0) 18 TC: 2x4 KDDF k16BTR STAND SPACED 24.0" 0.C. 2-3=(-257) 55 5-7=(-195) 224 5-3=( 0) 51 BC: 2x4 KDDF tANDR 3.4=( -87) 66 3-7=(-249) 216 WEBS: 2x4 KDDF LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 398V -66/ 185H 5.50' 0.64 KDDF ( 625) OVERHANGS: 12.0' 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) 5'- 11.6' -69/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) Connector N1ate'rrnoix designators: C,CN,CI8,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. UND. 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 = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5" 5-11-10 T E does not exns es lu ceed19%attimeofmanufacture re . Design conforms to main windforce-resisting � system and components and cladding criteria. 10.00 12 V 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=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 4 401 AM 9B 7 -/ �•� I� M-3x4 o M-1.5x3 o/- 6 0 CD M-3x4 M-3x4 y y 1- 2-03-12 3-08-04 ,( y y y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.7.41 5� c PROF�-�s JOB NAME : POLYGON PLAN 5-D NH - CJ 5C Scale: 0.4046 ) /5// 'dryer WARNINGS: GENERAL NOTES,unless otherwise noted: 44 4' 92 /P E t"- 1.Builder and erection contractor should be advised of ag General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 5Cand 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 stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at npo ry gstability 2'n.c.and at 10'o.c.such iveiy unless braced throughout their le th by „,.." °ate,- �� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). QFIEGON ^</ DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 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. 3! 4, '4 1 4 N\ SEQ. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes busses areto be used in a non-corrosive environment, V T and are for"dry condition"of use. ��. design loads be noopcon to any over aassut. 6.Design assumes full bearing at all supports shown.Shim or wedge If t TRANS I D: 407 540 5.CompuTrus has control and assumes no responsibility for thenecessary. E' 1 ` fabrication,handing,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 11��1 1��1�p3��ENO 11111 11111 VIII IIII MiTek USA,Inc.IANTCA in /CompuTrus sI,copies of iSoftwarech will be +7.6.6(1 L)-E request.rnished upon 9. int center Ines. lines sic withconnector platetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111This design prepared from computer PACIFIC LUMBER-BC input by LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 7'- 2.0" BC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 SPACED 24.0" O.C. 1.2=( 0) 72 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-217) 192 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-115) 66 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 377V 79/ 216H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 68V 0/ OH 5.50" 0.116KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" 108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' kl MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" r MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9' Allowed = 0.722' 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10,00 V 6( 5, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads ro in the plane of the truss only. M 7 O,- 5 9.smN -/ M-3x4 y y ), ), 1-00 6-00 1-02 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ6 �(� , o PRo��is Scale: 0.4578 (y�� ' ..775//r/q 5�/ ' `�f0 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 rrr�� CC and Warnings before construction commences. building component.Applicability of design parameters and proper / t. f Truss: CJ 6 2.2o4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 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: 9/5/2014 the overall structure Is the responsibility of the building designer, contin2n ppact uous sheathing such as plywood required sheathing(TC)and/or drywall(BC). SEQ. : 6051326 4.No load should be applied to any component until after all bracing and 4.Installation ttrruss is thor te responsibilityeral f the respective where shown++ MINNPn Er 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 ((/ TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. W. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if i' 4k 1 4 2-'3� fabrication,handling,shipment end Installation of components. necessary. 1111111111111111111 6.This design Is furnished subject to the imitations set forth 7.Designlates shall be assumes adequatentedoboth drainage I o provided. �R`` { Qj TPI/WTCA In BCSI,copies of which will be furnished upon request. O.lines coincide with joincenterifnesg of truss,and placed so their center bt+• MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11E1111111This LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN E'- 2.1" BC: 2x4 KDDF q,1&BTA LOAD DUSAAIED I24R0ASE C 1.15 1-2=( 0) 72 2-7=(•114) 160 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-236) 46 6.8=(-149) 206 6-3=( 0) 51 3-4=(-165) 126 3-8=(-229) 165 4.5=( •62) 26 WEBS: 2x4 KDDF STAND LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTALLOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 5'- 7.5' -16/ 131V 01 OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 17.5"7'- 2.2' -1446/ 171 31 3 V 0/ OH 5 1.50' 0.29KDDF ( 625) 1V 0/ OH 1.50' 0.02 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100• MAX TLMAX CREEP LL DEFL = 0.006' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 7-02-01 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. it 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, Pi (All Heights), Enclosed, Cat•2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn 12 M-4x6 10.00�/ r> co M-3x4 __ AMN y �0 Lii iti.�r M-3x4 M-1.5x3 IL •• �c O - N 7 O o M-3x4 y y y 2-03-12 3-08-04 y y y 1-00 L 7 2-05-08 4-08-09 1, y 6-00 1-02-01 1PROVIDE FULL BEARING:Jts:2.8.4.51 Q`�'0 PRQFe(5°_ JOB NAME: POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 �, � ]]rrrr�� » �0 WARNINGS: GENERAL NOTES,unless otherwise noted: ^�.;J �P E 1.Builder and erection contractor should be advised of all General Notes 1.This design ing igncois basednt.only uponthe ty of ardeameter shown ot parameters is an individual X Truss CJ6C and Warnings beforewebracing must commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng be installed where shown+. 2.Design assumes the top end 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 throughouttheir lengQth by �! DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 OREGON it. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* ^V 4.No load should be applied to any component until after all bracing and 4.5.Nasalis ion of assumes trusses are Is the to beusedof anon-corrosivehe pective contractor. 7 environment, �/� -7}� ,�4 V. hh'.,- SEQ. 6051327 fasteners are complete and at no time shouts any loads greater than and are for"dry condition"of use. design loads be applied to any component 8.Design assumes full bearing at all supports shown.Shim or wedge If h �\- TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 11 EII1III1 IIIIII1111 11111 11111 11111 ill II 1 MITE USA,InC./COrllpuTuwichSoftware+76.6(1 L)-E request. 10 IForribasicconn dor platetdesign values see EOR-1311,ERR-1955(Wei() EXPIRES:12/31/2015 it IIIIIIIIIIIIII This FIC LUMBEdesign prRe-Bpared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-266) 237 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=1 -90) 38 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 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/ 378V -93/ 249H 5.50' 0.61 KDDF ( 625) ConnectorCpla (or no prefix) = orspuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50° 0.11 KDDF ( 625) M,CN,C18,CNI8 (or n MiTek MT series 5'- 11.2' -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 22V 0/ OH 1.50' 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacino.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118' @ 2'- 11.7" Allowed = 0.481' 0 MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7° Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003' @ 8'- 3.7' MAX HORIZ. TL DEFL = -0.003' @ 8'- 3.7" 12 NOTE:Design assumes moisture content does 10.00 V not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting 10 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o inuss thedesiplaneed offor thewind trussoads only. cn 4 gia-mm p �� 5�1 -V M-3x4 ), i, 1, ), 1-00 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ7 �t� PROp Scale: 0.4129 `cj� (N>Clq/� 5> WARNINGS: GENERAL NOTES,unless otherwise noted: 44�J f I�/t.I -7 CJ7 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 792.SPE 1"" Truss: CJ 7 and Warnings before construction commences, building component.Applicability of design parameters and proper 00111, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibilty of the building designer. ,,.✓' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r 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). ` ! required where shown++ Ai (t DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing /� 6051328 o e 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. 'j7�, 4y-OREGON /, S E Q. : 6051 320 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, ' q,_ \>k ��l/ TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. /�yy 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if V 14 �P`F" fabrication,handling,shipment and Installation of components. necessary. �'"h r 8.This design Is famished subject to the Fmitations set forth 7.Design assumes adequate drainage is provided. 4ftpt p 1 11111101111011111111 TPI/WTCA In BCSI,copies of which wit be furnished upon request. 8 lines coincidlates shall e with joint center located on both lines. of truss and placed so their center f 1 fl 4 MITBk USA,InC./COmpuTru3 Software 7.6.6(1 L)-E 0.Dige In Inches. For ts basic Indicate basiconnectorplfalattedesign values see ESR-1311,ESR-1 BOB (MiTels EXPIRES:12/31/2015 This design prepared from computer input by 1E141This LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN E'- 4.4" BC: 2x4 KDDF #166TH LOAD DURATION I24.0' 1-2=( 0) 72 2-7=(-115) 164 7.6=( 0) 18 0 1.15 2-3=(-235) 82 6.8=(-149) 211 6.3=(,°, 0) 51 BC: 2x4 KDDF S1ANTH SPACED 24.0' O.C. 3.4=(-216) 173 3-8=(-234) 166 WEBS: 2x4 KDDF STAND LOADING 4.5=( -68) 31 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -191 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-5 psfl uplift at 24 "on spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.006' @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5' 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" f -( NOTE: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, 12 (All Hehts), Cat .2, Exp.B, MWFAS(Dir), 10.00 V l .6, Truss designed for wind loads in the plane of the truss only. m M-4x6 M .M Li, e... `"t �� o M-1.5x3 o • = 7M-3x, 'M-3x4 M-3x4 1, 1, y 2-03-12 3-08-04 1, /, /, 1, 1-001, 2-05-08 5-10-1 y 6-00 2-04-07 )PROVIDE FULL BEARING:Jts:2,8,4,51 �� >G0 PR Qpp�� JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 �,taN�1 'o WARNINGS: GENERAL NOTES,unless otherwise noted: ' '"9 •s P G 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 �+ and Warnings before construction commences, building component.Applicability of design parameters and proper ille/r Truss: CJ 7 C 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 stabil during construction 2.Design assumes the lap and bottom chords to be laterally braced at ty 2'o.c,and at 10'o.c.respectively unless braced throughout their leng&th by ,,.+"'"rhe,= ��"" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall)BC). OREGON +C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ SE /� 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. 7 4 1 4 I'l S E Q. : 6051329 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, and are for"dry condition"of use. 4 ��. design loads be applied to any component a.Design assumes full bearing at all supports shown.Shim or wedge if 2P 4 1^� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for thenecessary. R I G� 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 shell be located on both faces of truss,and placed so their center ines coindde with joint center Ines. Ili 1111111 1111 11 11 1111111 MTITPe SAin BCS/CompuT S I,copies of iSoftware+7f 6.6(1 L)-E ch will be furnshed upon request. late in inches. 0 I9.Digits nnector Forbasic coaoplate 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'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( 0) 72 2.5=(0) 0 2.3=(•319) 286 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=(-102) 45 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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) Connector plate prefix designators: 0'- 0.0' -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) Connect8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 HOOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) 9'- 6.9' -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 00 1 i c'S rr- cy 0 5 M-3x4 J, ) y ), 1-00 6-00 3-06-14 (PROVIDE FULL BEARING;Jts:2,5,3,4J JOB NAME : POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 `i� 6 0INyyp�"�/Q WARNINGS: GENERAL NOTES,unless otherwise noted: Xt / '5/// 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 192/_♦P L -r^' Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters end proper "Or 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. '` DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at r. 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 ✓.4101"`' DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuousxIactsheathing suchr las bracing cing requirede sheathing(TC)whereown and/or drywaa BC). `! ', p° ty 9 3.2xImpactbridging or lateral where shown++ I/ SC'/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsiulity of the respective contractor. 'V, A,Qra E ON t, E Q. : 6051330 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, 7 , TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. tl Y O� 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 4 �• fabrication,handling,shipment and installation of components. necessary. {� 6.This design is furnished subject to the Imitations set forth 7.Plates shall be assumes adequatedon both drainage istru ,provided. �"`ri r�ILA.'�� V TPIIWTCA in BCSI,copies of which will be furnished upon quest. 8 linesscoincide with joiinnt center Iness of truss,and placed so their center r'i rl I IIIIII IIIIII IIIII IIIII IIIII IIIII IIII IIII MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.0.For ibasicconnectorelate design v ea see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1E11111This LUMBER-BC TRUSS SPAN 10'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 304 BC: 2x4 KDDF H1&BTR 3.4=(-142) 57 LOADING 4-5=( -56) 0 TC LATERAL SUPPORT <= 12OC. 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: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS AOF GE IBCS2012 ANDOES NTLY IRCUE 2012 NOT BEINGTO THEAL MET. 10'- 0.0" -1291 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacina.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 -, MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064' @ 3'- 4.9" Allowed = 0.481" 4 MAX TC PANEL TL DEFL = -0.072' @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1i 4 load duration factor=l.6, o Truss designed for wind loads of in the plane of the truss only. 01 v o - 6 o M-3x4 J, 1, y 1, 1-00 6-00 4-09-04 'PROVIDE FULL BEARING;Jts:2,6,3,4I ,i1„0 PRope. JOB NAME: POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424cl�� "115//7` /�1.' WARNINGS: GENERAL NOTES,unless otherwise noted: 9� f P E 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 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 4101P �A Truss: CJ 9 and Warnings before construction commences. building component.Applicability of design parameters and proper. //r 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability dudng construction 2'o.c.and at 10'o.c,respectively unless braced throughout their le th by ,,r'rr . 's"- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). OREGON � DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 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. �i 2 SEQ. : 6 051331 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/.v_7 1 4 (}\ •�• and are for"dry condition"of use. le)design loads be nopioto any r component. 6.Design assumes full bearing at all supports shown.Shim or wedge if b D i { V TRANS I D: 407540 5.CompuTrus has control over and assumes no responsibility for the necessary. 4/ Fi 1��- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101111111111111111111111 11111 1111111 ft IPIPAITCA in USA,Inc./ComI,copiespuTrus of Trus which Software will be mished upon)-E request. 9. s. lines coincide sizewiconnectoint or plate designvalues see EOR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 1-22-3c( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(•411) 381 TC LATERAL SUPPORT <= 12"0C, UON. LOADING 3.4=(•192) 140 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -55) 29 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF 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) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V -134/ 356H 5.50' 0.60 KDDF ( 625) N,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -261/ 194V 0/ OH 1.50" 0.49 KDDF ( 625) 9'- 11.2" -137/ 194V 0/ OH 1.50' 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7' -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0,075' @ 3'- 2,4" Allowed = 0.722" MAX HORIZ. LL DEFL = •0.007" @ 11'- 10,9" MAX HORIZ. TL DEFL = -0.007' @ 11'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture" 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), v load duration factor=l.6, �l o Truss designed for wind loads o in the plane of the truss only. M MIMEMMEMMEMEMMEMMEMM 0 6- f M-3x4 - y ), y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,5J JOB NAME : POLYGON PLAN 5-D NH - CJ 10 �,.ta PR(?FE Scale: 0.3221 �J`�� ` !5/1 �/© WARNINGS: GENERAL NOTES,unless otherwise noted: L4 ,/q/J '✓' 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 • T.92 4 0 r E. -r- T r u s s: CJ 10 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. „s DES. BY LJ 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: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,,,'�, t- 4.No load should be applied 9 3.2x Impact bridging or lateral bradng where shown+r y SEQ. : 6051332 to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. }07 A OREGON �40CC 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, -'9 TRANS I D: 407540 design loads be applied to any component. and are for"dry condition'of use. ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If 1 4 2. P`�" fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. a. •�•� 'S t TPI/WTCA in BCSI,copies of which will be furnished uponquest. 8 Ines cdnddlates shall eewith joint ceon both t mgoess of truss,end placed so their center b1r 111111 illll ILII IMI IIIII IIIII IIIII Ilii IIII MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E19.0.For ibasic connectorplatetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES 12/31/2015 This design prepared from computer input by 1E1111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2e( 0) 72 2.6=(0) 0 TC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-454) 427 BC: 2x4 KDDF M188TR 3-4=(-246) 188 LOADING 4-5=( -77) 55 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: 12.0' 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' -23/ 377V -148/ 392H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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' -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) 13'- 1.6' -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" ,i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481' MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008' @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008' @ 13'- 0.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. hi Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c' load duration factor=1.6, 4- Truss designed for wind loads 0 v in the plane of the truss only. co 86- M-3x4 I I I I 1-00 6-00 7-01-10 (PROVIDE FULL BEARING;Jts:2,6,3,4,5' 8,9 ��0 . 0 PROp JOB NAME: POLYGON PLAN 5-D NH - CJ11 Scale: 0,2976 4 X5%1 '0*9 WARNINGS: GENERAL NOTES,unless otherwise noted: 7,92$�PE 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 and Warnings before construction commences. building component Applicability of design parameters and proper Truss: CJ11 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibilly 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 po ryty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,> ��" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), OREGON �� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be apphed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Z P� SEQ. : 60513 33 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /.* ',"1 1 4 O\ design loads be applied to any component. and are for"dry condition"bearing of use. �y 6.Design assumes full at all supports shown.Shim or wedge if �y 1^� ` V TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary +f r t{1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I�11111111111111111U HUM illy 1111111 MTiTPe SAnlnc./Cc copies of s whichSoftwarewill be 7nished uponE request 9.For Digits sic cconnector plate design values see ESR_1311,EOR_155 (Mirex) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1RBTR SPACED 24.0' O.C. 1-2=( 0) 72 2.5=(0) 0 IC LATERAL SUPPORT <= 12"OC. UON. 2.3=(-336) 304 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-109) 56 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. Connector plate prefix designators: 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDFP(C625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 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' -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) 9'- 11.8' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' p MAX TC PANEL LL DEFL = 0.064' @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0,722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005' @ 9'- 11,0" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting. system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 't (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 0 o load duration factor-1.6, Truss designed for wind loads oin the plane of the truss only. co co o O� M-3x4 ,k ) ,k ), 1-00 6-00 3-11-12 !PROVIDE FULL BEARING:Jts:2,5,3,4j JOB NAME : POLYGON PLAN 5-D NH - CJ12 9, 0 pR04- Scale: 0.3645 ��J ��A_ `�/� n WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /' Truss: CJ 12 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' 7.92110P C92/01 E. �r and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. y` DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibiMy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by # It DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). "Awns, SEQC 9 3.2o Impact bridging or lateral bracing where shown++ Q. . 6051334 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. 7 �,,, EGO �`, 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 TRANS I D: 407540 design loads be applied to any component. end are for"dry condition"of use. i 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 /0 14 2.°. �4 fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the irritations set forth 7.Design assumes adequate drainage istrus,provided. L`�ty �� 111111111111111111111111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished uponquest. 8 linesecoincide with joint on en both Hoes9.Digits s of truss,and placed so their center r i MiTek USA,lno/COff1pUTR13 Software 7.6.6(1 L)-E late in Inches. 0.For basic connector onnecto cate size of ate design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E11111This LUMBER-BC TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=10) 0 TC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 3.3=(-291) 222 BC: 2x4 KDDF H18BTfl 2-3=( 249) 37 TC LATERAL SUPPORT <= 12"OC. VON. 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50• 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacins.I 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 = -0.002' @ -1'- 0.0" Allowed = 0.100" --" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" '( MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 VDesign conforms to main windforce-resisting j� system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads o 0 in the plane of the truss only. n CO -1- IMNIMIIIIMIIMIIIMIMIMIMIMIMIMI �f- .. 5►. o M-3x4 I I I I 1-00 6-00 1-11-10 (PROVIDE FULL BEARING;Jts:2,5,3,4( Q`�,1) PR OPes JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 �� '775//7" i WARNINGS: GENERAL NOTES,unless otherwise noted: *92 r 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 CC E r- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss CJ 13 2.2x4 compression web bradng must be instalwhere s led hown+, Incorporation of component Is the responsibility of the building designer. • 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 lenggth by " �._ e 4,4400,P DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)dthroand/or drywength . OREGON A.DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .4 OREGON ^V 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the 5.Design assumes trusses are to beusedof a non-he cective contractor.orrosive iv environment, ii.. 'if f sr ,C 4r�'I SEQ. : 6051335 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. Q` design loads hasbe noopcon to any componentrdss6.Design assumes full bearing at all supports shown.Shim or wedge it b TRANS I D: 407540 5.CompuTrus control over and assumes no responsibility for the necessary. /4 R I t- 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 lines ncide with joint center lines. 1111111111111111111 MiTTe USA,lnC.S/Co copies of s which Softwill ware 7.6.6(1 L)-E request. 1a basic of plate in values see ESR-1311,ESR-1988(tiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF BTR TRUSS SPAN 6'• 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SPACED 24.0" 0.C. 1.2=( 0) 72 2.4=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. 2-3=(-137) 115 BC LATERAL SUPPORT <= 12"OC, UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 ODE( C 625) Connector plate prefix designators) = Co : 5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.2' -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) M,M20NS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-10 MAX TL TC PANELLLDEFL = 0.EP DEFL = 1 760" @ 3'- Allowed = 0.133' MAX7.2" Allowed = 0.478' MAX IC PANEL TL DEFL = -0.144' @ 3'- 4.8" Allowed = 0.718" MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' 12 ) NOTE:Design assumes moisture content does 10.00 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), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 4 , o vi M v of- Ca 110- 14,10-=-0 --f M-3x4 l y 1-00 6-00 y (PROVIDE FULL BEARING:Jts:2,4,31 • JOB NAME : POLYGON PLAN 5-D NH - CJ14 �� '7/5//r o PROFS Scale: 0.4821 � � � �/ WARNINGS: GENERAL NOTES,unless otherwise noted: (,5 ((( Truss: CJ 14 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CCIP and Warnings before construction commences. building component.Applicability of design parameters and proper, �L 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE• 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 - #fir., 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where sho sheathing(TC)and/or drywail(BC). /+�AI /Saa"�^ CC 4.No load should be applied to any component until after all bracing and 4.Installation ct bof truss is the responsibilitylateral of the respective contractor. TRANSSEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �L OREGON �f(/ I D: 407540 design loads be applied to any component. and are for"dry condition"of use. �t t 1h 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 '1' *4//' 1 4Q �.. fabrication,handling,shipment and installation of components, necessary. {�, 6.This design is furnished subject to the Initations set forth 7.Designlatesassumes adequatentedodrainage is ogrossed. � +'i t y! III IIIII VIII RIO IIIII IIIII III TPINVrCA in BCSI,copies of which will be furnished upon request. 8.lines cshall oincide joint center both of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KDDF p188TR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1-2=( 0) 72 2.4=(0) 0 2.3=(-133) 112 SPACED 24.0' O.C. BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+1:IL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD 42.0 PSF 0'- 0.0" -321 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50' 0.12 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 'COND. 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=L1240, TL=LI180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" MAX IC PANEL TL DEFL = -0.129' @ 3'- 3.8' Allowed = 0.697" 5-09-12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" -/ MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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 Lo in the plane of the truss only. N O to co r/- a/- 4►ll -/ o M-3x4 ), y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3I 0 PR OPE JOB NAME : POLYGON PLAN 5-D NH - CJ15 Scale: 0,4840 � '‘.1/5///7 r 5///7SiO' 1.WARNINGS: Ghis eNOTES,unless upon the noted: 92!.rG 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual f '� and Warnings before construction commences. building component.Applicability of design parameters and proper /' Truss: CJ 15 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 2'nti n and at 1 p'o.c.such as ly unless braced throughout their tentgh by MAW,- DES. BY' LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dein len 6C). OREGON �fi. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ cfy�i W 4.No load should be applied to any component until after all bracing and 4.4.InsInstallation n a of truss is Is the s tee Gee to haus doo a respective espec iv contracor. :, --p� ,J 4 N tom. SEQ. : 6051337 fasteners are complete and et no time should any beds greater than and are for"dry condition"of use. f1, design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If V TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. �PRO- 8. l r t y�� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111 MiTe SAn BCS(,omps of us which will be 7n6.6(1 L)-E request. with joint center Ines. u lines F r sic plate in Inches.design values see ESR-1311,ESR-1988(MiTek) copies size EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF #18BTR TRUSS SPAN 6'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #18BTR 21-2=1-3c( 0) 72 2.4=(0) 0 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12'OC. UON. 2-3=(-89) 81 BC LATERAL SUPPORT <= 12"OC, UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDFPIES(C625) Connector plate prefix designators: 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-10-15 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082° T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX IC PANEL LL DEFL = 0.024' @ 2'- 1.8" Allowed = 0.300" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339' 10.001/ k MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.2^ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Lc) Wind: 140 mph, h=20.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. IN_`LIMI.111111111.1111.11.111111.1...... -/ o .1 y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4j 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ 16 �,E0 PROF Scale: 0.5878 w��` �! r �/Q WARNINGS: GENERAL NOTES,unless otherwise noted: '/q '7Jyj+ '� 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 4t' !92040PG -r- Truss: ` CJ 16 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. DES. BY• LJ 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 theirC)by ,, � rrrir" DATE: 9/5/2014 the overall structure is the respons b lily of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or d (B r,+°"+ A°"^ 9 3.In Impact bridging or lateral bracing where shown++ '* it SEQ. : 6051338 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. `c 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, 37 4. �R E QN TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. �i 1_ 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 �C} -7 f 1 4 20 4.�"'��. fabrication,handling,shipment and installation of components. necessary. ,i 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage Is provided.a �� `�� V 11111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. 8 Ines coincidlates shall eewith joint en both lines$of truss,and placed so their center C MiTek USA,InC./CompuTfu3 Software 7.6.6(1 L)-E f plate In Inches. 0.orr9. ibasic connectots indicate size rplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111111This LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FOORCE72 )4WR/D2 DF /Cq= 1.00 TC: 2x4 KDDF A16BTR LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2.2=(•130) 115 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. VLOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. ON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. ON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIE S) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0' 0.0" 5'- 9.2' 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 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 seriesr,. 'COND. 2: Design checked for nett-5 psf) 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 = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" 5-11-10 MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8' Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" ,) NOTE:Design assumes moisture content does gir (I not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), .6, Truss designed for wind loads co in the plane of the truss only. 0 v 0 Lio co v,_ 0 4= -/ � Cr M-3x4 i, y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,31 t�° PROpe. JOB NAME : POLYGON PLAN 5-D NH - CJ17 Scale: 0,482, 4 '07I511 `°* WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. .72.,rE r. 1.Builder and erection contractor should be advised of all General Notes 1.This building Iwmpbased srd.ononly upon the of arai9 eameters shown nd a di pfofor an individual /f/" Truss: CJ 17and Warnings before construction commences. 411,Incorporation of component is the responsibility of the building designer. 2.204 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.n,respectively unless braced throughout their length by . �. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). QREGON f . DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A. W 4.No load should be applied to any component until after all bracing and 4.5.Desella ion of truss is the n assumes trusses are responsibilitybeof ed Inthe o respective contractor. errviMnrnant, �.0., 4), 14 N,0. AA'�- SEQ. : 6051339 fasteners are complete and at no time should any bads greater than and are for"dry condition"of use. ,iS- design loads hasbe no controlon to any over aasut. 6.Design assumes full bearing at all supports shown.Shim or wedge if 4114 /14110, TRANS I D: 407540 5.CompuTrus no and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Wmltations set forth by 8.Plates shall be located on both faces of truss,end placed so their center will be size 111111 11111111111111111111111111 inBCS, of which furnished upon )onrequest MiTek SAIna/CompuTrus tware 7 / rbcside with joint center lines. UPc� oplate aconnectorplate design values see ESR-1311,ESR-1988(MiTek) ` S 12/31/2015 IIIIIIIIIIIIII TPACIFIChis design Mprepared from computer input by -B LUMBER SPECIFICATIONS TRUSS N 3'• .8" TC: 2x4 KDDF #18BTR LOAD DURATIONSPAINCREASE =3 1,15 IBC LU2012BER MAXC MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=( 2.3=(-69) 26 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC 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 OVERHANGS: 20.0' 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( 91 3'- 3.8" -36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) M,M2OHS,MI8HS,MI6 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' 6.00 17 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 0.0 ' @ -1'- 8.0" Allowed = 0. 22" MAX TL CREEP DEFL = -0.02211' @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3" Allowed = 0.307" 3 MAX HORIZ. LL DEFL = -0.000' @ 3'- 3.0' MAX HORIZ. TL DEFL = -0.000' @ 3'- 3.0' NOTE: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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C3 load duration factor=1.6, ci Truss designed for wind loads in the plane of the truss only. r� v 0 11111111111111111 2 410.--- -/ M-3x4 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2,4,3) • JOB NAME : POLYGON PLAN 5-D NH - CSJ1 �� pRt �fi Scale: 0.8191 c..�`J� r', INle/ET/� WARNINGS: GENERAL NOTES,unless otherwise noted: <4., 4a1 J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' >921'I^1r" Truss: CSJ 1 end Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2z4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. /r ,{j DES. BY: LJ • 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 al✓ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous2xImpact sheathing such lateralas bracingplywgoe rd when s and/or drywall(eC). ' 4.No load should be appliedany3.In bridging or the requiredof where shown+a > -7,SEQ. : 6051341 to component until after alllleater thanh and 4.Design of es trussesr is the are to used i the costive contractor. 'f)''OREGON �4i, fasteners are complete and at no time should any loads greater 5.Design assumes to be in a non-corrosive environment, 'T )h TRANS I D: 407540 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 'f 4 2 ty fabrication,handling,shipment and Installation of components. necessary. A 43 3 6.This design Is furnished subject to the irritations set forth 7.DesignPlates shall be assumes on both is provided., n '"IC.'b R I` I VIII(VIII VIII VIII VIII 11111 VIII ill TPIIWTCA In BCS(,copies of which will be furnished upon request.quest. a nes coincide with joint center Ines.faceseof truss,and placed so their center r i b MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits i basic connector plcate size of ate e in nn values see ESR-1311,ESR-1998 w 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by II�IIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 7.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS# LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 TC: 2x4 KDDF 18BTR SPACED 24.0" O.C. 2.3=(-117) 53 BC: 2x4 KDDF 18BTfl TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50' 0.74 KDDF ( 625) PSF 1'- 9.2' -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 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 psi) 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 = 0.019" @ -1'- 8.0" Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0• Allowed = 0.222' MAX BC PANEL LL DEFL = 0.004' @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 3 -v MAX HORIZ. TL DEFL = -0.001' @ 6'- 7.0" 6.00 NOTE: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=20.9ft, 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 c!, co o 2► 4► 0 M-3x4 y ,1 y ,1 1-08 2-00 4-07-12 'PROVIDE FULL BEARING;Jts:2.4,31 00 PR OPees JOB NAME: POLYGON PLAN 5-D NH - CSJ2 spate: 0.5640 ``'� 511 /'- WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' '920•PE " 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: CSJ 2end 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure staNity during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their le tir by ,,f" = - 000. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall OREGON A.DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x Imlpact bridging or lateral bradng required where shown++ 4.No load should be appied to any component until after a8 bracing and 4.5.Design assumes trusses are to be responsibility of a on-corctive contractor. environment, �L,f +� 1 4 r�(�\ �.�.. .. SEQ. : 6051342 fasteners are complete and at no time should any bads greater than and are for"dry full be n"of use. design loads be applied to any component. ass ut. 6,Design assumes full bearing at all supports shown.Shim or wedge If �y i` Q!. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necesse FR 1 fabdcation,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 se their center 1 111111 11111 IIIII 11111 11111 11111 11111 1111111 MiTekUSA,Inc./CompuTrus copies of which will be Software 7 fished upon-E request. u lines of values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 1- 2=( 0) 84 10=(-1663) 4302 10- 3=( -341) 1053 7.15=(-2233) 532 WEBS: 2x4 KDDF STAND; 3- 2- 3=(-4933) 1929 10-11=(-1542) 3951 3.11=( -803) 466 15- 8=(-245) 335 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2x4 DF STAND A LOADING 4- 4=(-3524) 1351 11-12=(-1082) 3153 11. 4=( 0) 366 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 5=(-2875) 1233 12.13=( -838) 2581 4-12=( -703) 297 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6=(-2533) 1289 114=( -435) 1782 12- 5=1 -313) 1029 BC LATERAL SUPPORT <= 12"OC. VON. 7- 7=(-2407) 1190 14-4-15=( -776) 2345 5-13=(-1362) 727 TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 OVERHANGS: 20.0' 0.0' LL = 25 PSF Ground Snow (Pg) 8- 9=(-3238) 1327 6-14=( -372) 1119 Connector plate prefix designators: 14- 7=( -708) 530 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,C (or = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -347/ 2034V -248/ACT258H 5IONS .50" 3.25ZE N KDDFP(C625) JT 9: Heel to plate corner = 2.25" 43'- 9.0' -274/ 1837V 0/ OH 5.50" 2.94 KODF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.267' @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490" @ 14'- 6.0' Allowed = 2.856' 22-00 MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5' 21-09 MAX HORIZ. TL DEFL = 0.199" @ 43'- 3.5' T NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 12 ( not exceed 19% at time of manufacture. 6.00 M-4x6 12 Design conforms to main windforce-resisting Q 6.00 system and components and cladding criteria. 4.0" 6 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (;� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \rc M-5x8(S) load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-5x6(S) 0.25" o, 14111111111111 0.25" M-3x5 *° 1"5x3 M-3x10 M M-3x10 0 'fir 12 =, w A c) 0 o ' M-5x8 11 M-3x4 13 l4 15 O M-5x10 0.25' M-3x4 o15x6o2.75 .,2X WEDGE M-5x8(S)12 W/(2) M-3X4 TYP. 2.75= ..- ,1, .y y ,L y12 ), > ), ,L2-05-0 5-10-08 6-02y2-00y 9-05-15 8-11-05 8-09-12 , ,-05-0118 12-00-08 2-00 27-03 y 1-08 43-09 y JOB NAME: POLYGON PLAN 5-D NH - D1 \c.i\t0 RRo,&es Scale: 0.1397 �`cJn1�a ��p di- Scale: GENERAL NOTES,unless otherwise noted: t{) "9/J "/may '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 4t' !92$SPE { 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 responsibiity of the building designers DES. BY: LJ 3.Additional temporary bracing to insure stab sty 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: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywal BC). " /1 9 3.2n Impact of truss g or lateral bracing where shown+-r• y„ S EQ. : 6051343 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. :.7, OREGON �j,/ 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 (t,, ^G/ TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. ' S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating et all supports shown.Shim or wedge if ,Q 14 2 �4 fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the imitations set forth 7.8.DesignPlatesassumes located on ne both drainage Is truss,trussand a. C'�y R'�` eir center 1IIIIII VIII VIII VIII VIII VIII VIII III IIII TPI WTCA in BCSI,copies Softwafe+7,6(1 Ebe furnished upon request 70 Digits coincide c afe sizer ofppla a in in valuess ee ESR-1911 ESRaced so'1988(MiTek) C+i MiTek USA,Inc./Com 9 Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 This design prepared from computer input by 1E11111This LUMBER-BC 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.15=(-2614) 8670 15- 3=( -370) 1254 TC: 2x4 KDDF k1&BTR; 2- 3=(-10024) 3052 15-16=(•2336) 7040 15- 4=( -248) 1598 2x6 KDDF Al&BTR T2, T3 = 25 PSLOADING 3- 4=( -9298) 2850 16.17=(-3184) 8740 4.16=( -394) 310 BC: 2x6 KDDF SiANDR LL F Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(•3194) 8672 16- 5=( -650) 2246 WEBS: 2x4 KDDF STAND IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18.19=(-3358) 8934 16- 7=(-2736) 1248 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7-17=( -444) 1282 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0" V 7- 8=( -8830) 3350 20.14=(-1912) 5602 17- 8=( -244) 878 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12=( -5882) 2108 9.19=( -502) 480 NOTE: 2T4 OPACIOR AT EATOS. FOR C LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0' 11.12=( 0) 0 19.10=( -182) 968 ALL FLAT TOP CHORD AREASS NOT SHEATHED TC CON12-13=) -6614) 2320 10.20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=) -6546) 2252 12-20=( -498) 1858 -192) 394 OVERHANGS: 20.0' 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 0'- 0.0" -1151/ 3765V -104/ 113H 5.50• 6.02 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. 43'- 9.0' -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series _, Join together 2 ply with 3'x.131 DIA GUN � nails staggered at: ICOND. 2: Design checked for net(-5 Dsfi uplift at 24 'oc sgacing.1 9' oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /V , 9' oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. MAX Ti CREEP DEFL = -0.300• @ '- 8.7' Allowed = 2.142" 22 MAX LL DEFL = -0.300' @ 22'- 8.7' Allowed = 2.142" MAX TL CREEP DEFL = -0.594' @ 22'- 8.7' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.180' @ 43'- 3.5' 24-00 10 9-08-11 NOTE:Design assumes moisture content does 9-11-11 ( not exceed 19% at time of manufacture. 3-02-03 0-06 11 2-03-08 5-11-03 0-06-11 4-10-02 TDesign conforms to main windforce-resisting T-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4.03.14 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-10-08 T load duration factor=l.6, T 533.30k533.30# 12 12 Truss designed for wind loads M 3x4 M 7x8(S) in the plane of the truss only. 6.00 M 4x85 6 M-5x6 a 6.00 M-3x5 0 y25" M-130x5 11 2 y1...., ..7 . M-3x4M-1.5x3 M-1.5x3 M-3x8 mco M-3x10 3, _ 1 s8 20 •14 O 0 o 1 1 �1�5 16 � M-3x8 M-7x10 M-3x8 M-7x; 18 0.251"g o **2X WEDGE 2.75-7x10 M-7x8(S) .-2.75 W/(2) M-3X4 TYP. 12 12 y * * * * * * * -05-0@ 6-09-12 5-02-12 y2-00* 9 02-04 9-00-08 9 00-04 y , 2-05-088 12-00-08 2-00 27-03 y 1-08 43-09 �>G0 PROF JOB NAME: POLYGON PLAN 5-D NH - DH1 Scale: 0.1467 w �17/5//7'6.s�d�11 WARNINGS: GENERAL NOTES,unless otherwise noted: .92/ 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 ,004es/ and Warnings before construction commences. building component.Applicability of design parameters end proper 2.224 compression web bracing must be installedwhere s Truss• D H 1 hown+. Incorporation of component Is the responsibility of the building designer. • 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 al 10'o.c.respectively unless braced throughout their Ian th by ,,..�' -• �„ 4400.06. DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). OREGON 1 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ �4% SEQ. 4.No load should be applied to any component until after all bracing and 4.5.Designation of assumes trussis es se ee responsibility beusedio a the morespective environment, /Q A)s ,�A 2.0� .. S EO. :` 6051344 fasteners are complete and at no time should any bads greater than and are for"dry condition"of use. P design loads hasbe appliedn to any caassn 6.Design assumes full bearing at all supports shown.Shim or wedge if [. n t t + TRANS' I D: 407540 5.CompuTrus no control over and assumes no responsibility for the necessary. C f t t 1 t" fabrication,handling,shipment and installation of components. 7.Design umes 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 11111111111111111111��11111111111111111111 M e USA,lnCSC mpuTrus which Soft will ware furnished L)of request. 1de with joint center lines. 0 Iines FFr Digits isle connedoroplatetdesign values see ESR-1311,ESR-1988(dlTek) size EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' TC; 2x4 KDDF N1$BTA; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF k1&BTR T2, T3 SPACED 24.0" O.C. 1- 2=( 0) 84 15=(-1943) 4359 15- 3=( -193) 596 BC: 2x6 KDDF k1&8TR 2- 3=(-5055) 2323 15-5-16=(-1536) 3431 15- 4=( -422) 947 3- 0(-4703) 2253 117=(-1804) 4102 4-16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4-LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 5=(-3503) 1741 17-7-18=(-1726) 4096 16- 5=( -445) 1192 TC LATERAL SUPPORT <= 12'OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 0 18.19=(-1757) 4235 16- 7=(-1321) 632 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 75- - 7=(-3092) 1593 19-20=(-1689) 3826 7-17=( -142) 657 7- 8=(-4148) 2081 20-14=(-1308) 2765 17- 8=( -297) 376 LL = 25 PSF Ground Snow (Pg) 8- 9=(-3989) 1950 18- 8=( -633) 396 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9.10=(-4094) 1897 1R- 9=( -318) 152 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 .12=(-2734) 1406 9-19=( -258) 201 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 121.13=( 0) 0 19.10=( - 491 12-13=(-3119) 1526 10-20=(-136464)) 635 OVERHANGS: 20.0' 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 13-14=(-3258) 1577 12-20=( -375) 1004 M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20.13=( -29) 218 vertical members (uon), BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) '* For hanger specs. - See approved plans 0'- 0,0" -405/ 2034V -104/ 113H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 or( no pprefix) = CompuTrus, Inc M,M20HS,M18HS, sr = Mek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.' M16VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.329" @ 22'- 8.7" Allowed = 2.142' MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5' 13-03-11 MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" 17-04-10 13-00-11 T f NOTE:Design assumes moisture content does �3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 not exceed ts% at time of manufacture. 2-07-0( f 3- 07-09 T 1-03-12 f 6-02-11 T -05-O T 4-03-14 T T Design conforms to main windforce-resisting T T system and components and cladding criteria. 9-10-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 6 11 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, M-7x8(S) 12 Truss designed for wind loads 6.0017 M-5x6 M-3x4 's-.16.0° 9 5 7 8 0 g25" M�3gx5 2M-4x6 Q 6.00 in the plane of the truss only. - 12 y _ 13.. M-3x4 4 M 1,5x3 M-1.5x3 / + 3 r M-3x10 3 v ��' i sem M 3x8 0 o 1 M-7x10 16 17 �:, . o M-3x8 M-7x8 18 0.25" 20 M-7x10 M-3x8 14 0 - 2.75 a*2X WEDGE 2.75 1 . M-7X8(S) 12 W/(2) M-3X4 TYP. 12 y y y ), ), y y y -05-0s 6-09-12 5-02-12 2-OO , , 9-02-04 9-00-08 9-00-04 , 2- 05-08 12-00-08 2-00 27-03 y 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - DH2 pRox Scale: 0,1467 e- '715//r `r�'j0p WARNINGS: GENERAL NOTES,unless otherwise noted: f{r� v//5/Jr -f",,, ... 1.Budder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual '' .;920.PE .r' Truss: DH2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2304 compression web bracing must be installed where shown+• incorporation of component Is the responsib4ty of the building designer. ,.+` DES. BY' LJ 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 byf , DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)where s and/or drywall(BC). Ate! /� No load should be applied to anycomponent 9 3.2x Impact bridging or lateral bracing required shom4-1- 4. �, SEQ. : 6051345peunti toadser all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7G 4.OREGON,41 o �t 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, `W TRANS I D: 407540 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 `�, -7 y 1 4 '� P fabrication,handling,shipment and installation of components. necessary. �Y_ �y 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 'try�L"'Ty n`` nd aced so heir center I/WTCA in BCSI,copies of which will be 113111111111111111 MiTTpe USA,Inc./CompuTrus$Oftwaref7.6.6(1 L)E�upon liquest. 1O Digi.For taddcaS.Plates shall twsiizjointsic connector plate design inn values located on both faces see sESR-13111 ESRtt e66(MITeI� +l L EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4,KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14.15=(•1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4-16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5-16=( •340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19.20=1 -884) 2558 6.17=( -358) 762 8.10=(•2214) 1077 20-13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR10-11=(•2552) 1114 8-19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19-21=� 491 ) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0' 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0' -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0' -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' JT 13: Heel to plate corner = 2.25' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5" 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" fNOTE:Design assumes moisture content does 5-10-08 1 09 T 5-04-05 0 0f,' 5-02-02 , not exceed 19% at time of manufacture. 2-09 5-10-08 �0-04 11 5-04-05 5-05-10 5-04-05 Design conforms to main windforce-resisting TT T system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 67 M M 4x6 _BXM 4x6 12 load duration factor=l.6, 12 8 0 4 6.00 Truss designed for wind loads 6.00 M 3x45 + . in the plane of the truss only. M-5x6(5) M-3x4 0.25" = + M 1.5x3 2 M-3x5 3 -� . x10 c, r M 3X10 A ..** o v i 4 15 16 C"�.." 1 20 13 M 3x4 M-5x10 17 16 1 M-5x8 M-1.5x3 0.21? M-3x4 **2X WEDGE M-5x10 M-5x8(S) a 2.75 W/(2) M-3X4 TYP. 2.75 v ,-05-0$ 5-10-08 6-02 y2-00), 5-06 5-10-12 7-09-02 8-01-02 y ,, 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 rt ,0 PROpe6,, JOB NAME: POLYGON PLAN 5-D NH - DH3 Scale: 0.13385/1 �o� WARNINGS: GENERAL NOTES,unless otherwise noted: 4' .9 PE 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 Truss: DH3and Warnings before construction commences. building component.Applicability of design parameters and proper fs 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at 4I✓ po ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�e.,. DES. BY LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -10 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (J{ EC? Nb. ((� 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. I SEQ. : 6051346 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 (�� and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 407540 5.CompuTrus has no,ship over end assumes no responsibility for the necessary. M F� 14�^ 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,end placed so their center 1111111111111111111111111111111111111111 TPek CA in BCSnc.f copies rf which will bear 7.6.6(1urnished uponL)-E request. 9.Digits indilines cate sizede with Joint cervi design inchter es. q p MITak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12/31/2015 ra IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOADDURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1958) 4217 14- 3=( -408) 1034 20.12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED24.0" O.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3.15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16.17=(-1123) 2561 4-16=( -729) 341 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17-18=(-1114) 2427 5.16=( -401) 1042 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=(-1114) 2427 5.17=(-1026) 475 TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-1185) 2558 6.17=( -394) 762 R-10=(-2214) 1375 20.13=(-1303) 2712 17- 8=( -487) 277 NOTE: 2x4 BRACING AT 24'OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.11=(-2552) 1476 8-19=( -457) 292 12=LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 4 19 -1 =( -361) 787 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ( ) 19.111=( -491) 283 OVERHANGS: 20.0" 0.0' 11-20=( -56) 319 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (urn), LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0' -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0' 374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 13: Heel to plate corner = 2.25" MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299' @ 16'- 6.5" Allowed = 2.142' MAX TL CREEP DEFL = -0.474" @ 14'- 6.0' Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 5-10-08 �3-03-12� -05-04 5- 05-10 5-04-05 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. T f 7 9 f f Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), 6.00 7' 6 M-3x8 Exp. B, e 0 Q 6,00 load duration factor=1.6, M-5x6(S) 5 Truss designed for wind loads in the plane of the truss only. 0.25" M-3x4 a M 3x5 " + + M-3x10 i-1.5x3 3NP, M T ice" M-3x10 to v "r";,••••-7- o o M-5x8 M-3x4 M-5x101 1i 19 19 20 *�3" o M-5x10 M-1.5x3 0.25' M-3x4 0 -==12.75 **2X WEDGE 2.75 M-5x8(S) 12 W/(2) M-3X4 TYP. 12 5-05-0 5-10-08 6-02y2-00), 5-06 5-10-12 7-09-02 8-01-02 , Y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 y JOB NAME: POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 `5<c" ��'(„pN `�'fi 9 gA WARNINGS: GENERAL NOTES,unless otherwise noted: (f./f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ..7419.27 40 �("" Truss: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper yp 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ' ,+ ' DES. BY: LJ 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: 9/5/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / w,- building 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. 7, OREGO 1),. 1 SEQ. : 6051347 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, 7I tx ^V TRANS I D: 407540 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 Q j 4. fabrication,handing,shipment and installation of components, necessary. ry 6.This design is furnished subject to the Irritations set forth 7.Design assumes ca ed onne otfaces drainage is truss, a M n`O V by 6.Plates shall be located both feces of truss,and placed so their center +l fl 11111111111111111111111100111111011 IIII ./ which request. lines coincide with joint center lines. of MTe USA,lncCompuTrus Software 7.6.6(1L)E 10.9. ic coneoat FFDigits rrbsonctr plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E111111This LUMBER-BC TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF(Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 BC: 2x4 KDDF #1&BTA TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054' f MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9" Allowed = 0.196' MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 V NOTE: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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 0load duration factor=1,6, Truss designed for wind loads rn in the plane of the truss only, cn 0 0 N CI /- Or M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3I �,` oPROF �s JOB NAME: POLYGON PLAN 5-D NH - EJ1 Scale: 0.6772 G � 7Jf�7' /o�� WARNINGS: GENERAL NOTES,unless otherwise noted: �• .92 PG 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: EJ 1 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 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 " - DE$. BY LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �tt, DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 4.No load should be applied to any component until after all bracing and 44..Deti Installation of truss as the ee responsibility respectivehe petcontractor.ern toment, I�/�y +� ,�� 1),,, 1�„ SEQ. : 6051348 fasteners are complete and at no time should any loads greater than and are for"dry condition"at use. V �y,�` design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �y t V TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. M�F?R V G� 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 11111111111111111111 TPINVTCA In BCSI,copies of which will furnished upon request. 9 lines b coincide con size of plate int ias. MiTek USA,Inc./CompuTrus cmpuTfw Software furnished 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 TC: 2x4 KDDF CATION TRUSS SPAN 3'- 11.7" BC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 2-4c(0F/Cq=1.00 SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 IC LATERAL SUPPORT <= 12"0C. UON. 2-3=(-96) 73 BC LATERAL SUPPORT <= 12"OC. UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50' 0.52 KDDFP (SPECIES 625)plate prefix designators:) . Com1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) ConnectorS,M18HS,M16 = MiTek MT series L RIMITEDMENTTSAOF GE IIBCS20112 AND LIRDU2012 NOT BEINGE TO THE AMET. L ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TLCREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 12 /10.002 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9• MAX HORIZ. TL DEFL = -0.001• @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rnWind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, MTruss designed for wind loads in the plane of the truss only. co 'chO10111111O� ,1 y y y 1-00 2-00 1-11-11 [PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - EJ2 .,c)- pRofiFA Scale: 0.6371 �NGytXG'��n �j� WARNINGS: GENERAL NOTES,unless otherwise noted: `/q J[' 'Y7,�p jr 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 c- and Warnings before construction commences. building component.Applicability of design parameters and proper 792SSPE G rTruss: EJ 2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,°/9 41101111. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et /r DATE: 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 ' r� 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywoodrequired where shown++ sheathing(TC)and/or drywall(BC). ,,,/�+ Igrr r it S EQ• : 6051349 4.No load should be applied to any component until after all bracing and 4.Installation2x ct boftrrussois the responsir lateral bility f the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��. A_OREGON (/,� TRANS I D: 407540 design loads be applied to any component. end are for"dry condition"of use. '7 >h 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 /0 /4 2,n� �-"~.. fabrication,handling,shipment and installation of components. 7.necessary. p p r� IIIIII VIII VIII VIII VIII[IIII VIII IIII IIII 6.This design is furnished subject to the talions set forth by 8. coincide be with Join assumes adequate faces of truss,sand placed so their center ri R 14� TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide Joint center tines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11E111111 PACIFIC LUMBER-BC TRUSS SPAN 5'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 LUMBERI: SPECIFICATIONSKOD18,BTR1-2=( 0) 72 2.4=(0) 0 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 2.3=(-144) 105 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS flEACTIONS REACTIONS SIZE MIN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. 0" OC- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) OVERHANGS: 12.0' 0.0" 5'- 11,7' -103/ 153V 0/ OH 1.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 gsfl uplift at 24 "oc soacina.) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072' i) MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" (, MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' 12 NOTE:Design assumes moisture content does 10.00 V 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), o load duration factor=l.6, o Truss designed for wind loads v in the plane of the truss only. 0 L;) co v y of 644Er 0 M-3x4 ), y y ), 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I PRO��s' JOB NAME: POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134 w�� `�fn]j� %1 °� WARNINGS: GENERAL NOTES,unless otherwise noted: t . .J�/ P f- r 1.Builder and erection contractor should be advised of all General Notes 1.This building conmponenIs t Applicability of parameters upon the design shown ncand I for an individual T r u s S: EJ3 and Warnings before construction commences. Incorporation of component Is the responsibility of the budding designer. ��, 2.2u4 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,end at 10'o.c.respectively unless braced throughouttheirLangth by t', continuous sheathing such as plywood sheathing(TC)and/or drywallBC). 4 +cc DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of g(h ) DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impactlbridging or lateral bracing required where shown*+ 4.No load should be applied to any component until after all bracing and 5.Installation Design non of truss assumes trussesithe rearpo be lily of a non-corrosive erespective contractor.nnviment, /h 4}^ 1 4 OREGON �' - SEQ. : 6051350 fasteners are complete and at no time should any bads greater thanand ere for"dry condition"of use. V A� S�y design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if Ai. n �` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 1. fabrication,handling,shipment and installation of components. 7.Design ssumes 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 GG III 11111IIIII Hill 1111111111 ILII 1111es. ITeRTPINVTCA in SCSI,copies of which will be furnished upon request. 9.lines coincide indicate withnt plte center linval EXPIRES:12/311201 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E ill.For basic connector plate designvaluessee ESR-1311,ESR-1988(MITeW IIIIIIIIIIIIII TPAChisIFdesign LUMpreparedBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4= BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-194) 138 10) 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 BAG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ"IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -167/ 308V 0/ OH 5.50' 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (P9) 7'- 11.7' -138/ 205V 0/ OH 1,50' 0.33 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M16HS,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 psf) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.009' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resistinc 10.00 7 system and components and cladding criteria, Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFkS(Dir), load duration factor=l.6, rn Truss designed for wind loads o in the plane of the truss only. 0 M V ►� 4" O M-3x4 1- ) y 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - EJ4 PNpess` Scale: 0,4250 Os { 5/1qq WARNINGS: GENERAL NOTES,unless otherwise noted: fir 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‘92*•PE T. Truss: EJ 4 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 w , the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or dryweO C. > DATE: 9/5/2014 P ty g 3.2x Impact bridging or lateral bracing required where shown++ ) • (C SEQ. : 60513514.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f OREGON q,� -4/1- y 2� � ( fasteners are complete and at no the 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. / F TRANS I D: 407540 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 14 �� fabrication,handling,shipment and installation of components. necessary. 4l'eR ` 7.Design assumes adequate drainage is provided. r 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 } I VIII'VIII VIII VIII VIII VIII VIII'III'IIITPI/WTCA in BCS',copies of which will be furnished upon request 9.Digits indicate sizelines coincide with joint center Ines. f late 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 IFdesign ICLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2.3=(-72) 45 IC LATERAL SUPPORT <= 12'0C. VON. LOADING BC LATERAL SUPPORT <= 12'0C. 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2' -105/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 Dsfl uplift at 24 "oc spacing.) 6.00 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 = 0.021' @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001' @ 0'- 5.6' Allowed = 0.026' MAX BC PANEL TL DEFL = -0.001' @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000' @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000' @ 0'- 11.2' NOTE: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=19.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l,6, cs Truss designed for wind loads o� �11 oo in the plane of the truss only. o,,-- �� "4 M-3x4 y /, 1-08 1-00 [PROVIDE FULL BEARING:Jts:2.4A1 cO PROF e , JOB NAME: POLYGON PLAN 5-D NH - P1 Scale: 1.0020 t. Ic 1,9 s�o WARNINGS: GENERAL NOTES,unless otherwise noted: kr�; !�1 /P c f� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 2.2x4 cornr Truss: P 1 and Wamings before construction commences. building component.Applicability of design parameters and proper / boo- ession web bradn 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 ppec vo y u chordsbto behategho braced at by ty 2'o.c.and at 10'o.c.res dNe unless braced throw howl their leng_ I "llle .. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. 88 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. SEQ. : 6051353 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, Gj -1 k 4 ZQ� �.,1„„ design loads be applied to any component. and are for"dry condition"of use. A 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. / # y 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 e.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIID 11111111111111111111111 TPoint center tines. I WUCA in BCS[,copies rf s h wig be 7.6. (1 upon request. y (Digits basic ines csizede withoot plateteal1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeIQ EXPIRES:.12131/201,�)