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Plans (440) 01\57 lori - 0o --m Mil NM Nit , („ ,9-2) sw Le/4- .Dic- vf•tt Lvk MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. •� ONGINE.&' ✓p 2 s, 2PE (f 5. ufi ' '"v A3 OREGON ep 47 ? fi�BER11 �J© ©S A. He0 EXPIRES:06/30/2015 April 22,2014 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. lei, MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-9OUP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 1$1 14"40, `�; ° til _ er 11, 49639 ‘4, CisT0- 4'6'4, y0 ' April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5B R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn4OsHnThlyalJAczwOszX1UY-cHTKdJc1YpmObb_IRPgo7B0ohgO7S71HOPDhOfzOQTa I 2-6-0 I I 2-2-9 I I 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 • / _ u o e _\ / _ e o N e e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10�1j1rr1 111-3-1 16+12 9-11-9 0-1-$ 0-7-0 I 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.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=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO 14. 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 0cj vAS. hh_ 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 AfP "YO NOTES 67 c:, '°)6,,, 1)Unbalanced floor live loads have been considered for this design. t1 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ?� 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 � 496 Lk` 44) be attached to walls at their outer ends or restrained by other means. 2j .GIS'I'5�-39 '�? , LOAD CASE(S) Standard � NAI �� ,,to PROPec„ GiNE- ca/ $7022PE r" g. -.0SAT oREGO 453©41/ 1 Cb 48ER 1\ via 4,9A. H' EXPIRES:06/30/2015 April 22,2014 a A MAWS-Yer,'fy*Agra parameters SmrI READ PDIES ON TIM APE INCUR,'£D WYE PEEEP£MT PAGE NIl.7 473 rea 1/29/ l/SE �». Design valid for use only with WeirWeirconnectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A �I� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BXB fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,05B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ffSaautfrosm Pine tsul lumber isSecitilad,rise utesige vetoes arethine effective 06/OS12:OS3 by ALBS' Job Truss Truss Type Qty Ply 5B R41832523 PL14-9OUP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2fOY183goBcGRF3yEw5zOQTZ 1 1-6-0 I 1-3-4 1 1 0-8-3 II 2-3-0 I 11-2-0 ii 1-0-5 1 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 34 — 4 5 6 7 8 9 10 ;., e e e Z. 9 e iiii - -4N,. \!!' •••••• - e e 17 * 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edgel,f12:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) 100.0 s, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. C).' o WASjjI `ilfr TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=1002/0,6-7=1002/0,7-8=1099/0, +v3 Vit{ 8-9=1099/0 {" 1L — `69 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0!1099,11-12=0/890 y era t. 1., 3t WEBS 3- 16=718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, ■`I m 9-12=0/379,3-15=0/856 NOTES Ati,t 4> 4%39 1)Unbalanced floor live loads have been considered for this design. Q 4 .0/ 2)Refer to girder(s)for truss to truss connections. 4' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. -10NALV'� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. � > (} PR 0FfitS' LOAD CASE(S) Standard �� �o)NE Sf0 870 2PE , - Aj,OREGO c / `9 A. Heck— _ P EXPIRES:06/30/2015 April 22,2014 1 ®WA.RNI?1-Veritydesiyn Foram errs and READ NOTES QM THIS AM MEM EL NIIEKREFERENCE PAGE HITT 7473 rec 2,/19/26ld DPW EHEE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitiity of the MiTek*® erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,PSB-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Iniormailon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.Pine(Spl lumber isgsecMeek the design values am these effective 06ff031201:3 tsy.AiSC Job Truss Truss Type Qty Ply 5B R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY 1 2-6-0 1 1 2-5-1 11 1-2-0 I I 2-4-11 1 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 e / e \ - oN e e e 1'A6" 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10131.9 111-5-9 1 1 16-7-4 1 10-2-1 021-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 BOLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO 14, TOP CHORD 2-3=2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=2587/0 i, BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 Q Q'fi WAS �j, 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 (.r NOTES :::::',11:0) '"1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -.14:4, 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. I? \ 64 LOAD CASE(S) Standard „"C S OG NAL 'c,t1s P R Q,cFss c'5 �CNG(NE 9 i.��� 870 2PE y '0T 0REG N rf)"4.0 ©S A He RSA EXPIRES:0613012015 April 22,2014 6 t ®MIMIC.Ver/Pfdesign parameters and REAPI EONMfgA MOO€OHIT€KREF€R€CEPAG€t4IT7473rec1/25/2au%ro ! F x Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11.111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl QualIly Cefteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSznetirem Pine(5141:umban is specified,lee.deaitara slues aretthine effect**06/oI/201..3 by AOSC Job Truss Truss Type Qty Ply 56 R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-0s9SFLfvrk8yS3it6YD\MpeEXtNnfT6kiNRL7 zOQTX I 2-3-0 I I 1-4-11 ii 1-2-0 I I 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e _ a`\\4119 e_ _ e _,No. `\\ e_ e e ! o e e e `4.' Jo 1• 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edae1,113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/04-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO 4 TOP CHORD 2-3=-2635/0,34=2635/0,4-5=3446/0,5-6=-3446/0,6-7=-2477/0,7-8=2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 0c7 Q WAS WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, Cj `CO 0 6-13=-860/0 r It'. ' 'O NOTES /- N 1)Unbalanced floor live loads have been considered for this design. � _.t 2)Refer to girder(s)for truss to truss connections. ii;r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ni) 'a` 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 ( ' g� be attached to walls at their outer ends or restrained by other means. �' 39 uS i ER LOAD CASE(S) Standard �,v5,q PRop $7022PE y 0.5, ORMN 2� 4r SA. HE` EXPIRES:06/30/2015 April 22,2014 ®WAIWL -Verify deggra parameters SE,d REM ACHES ON TNISAM)Tht31/0£0 HIT£K REFERENCE PAW MIT 7473 m c 1,115/2614 MAW 1155 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quagly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 ifSoothernf le( 1aumbevisspacifed,thedesig values are cben.e effective r 01/201abyAtsc Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Jul AhwS3tzOQTV 11 I 11-111�_1 2-4-15 I 2-6.0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 II /` a` ` e — a` 1 / ,` a / Na r�NaV N9V \ o / `a a 9 e 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6 = 3x5 = 3x5 WB= 15-7-9 I 14-5-95-0-9 I 20-9-8 I 14-5-9 7-0 47-0 5-1-15 Plate Offsets(XV): 112:0-1-8,Edael,(18:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 Incr 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 Strudural 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) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �ON10 44. TOP CHORD 2-3=-2003/0,34=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=-4230/0,11-12 230/0,12-13=3519/0, 007 �v WAS 13-14=-3519/0,14-15=-3519/0 CJ 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, '' 7"IIN 19-20=0/3519,18-19=0/3519,17-18=0/1990 �' ; N WEBS 12-19=-357/0,13-18=-426/0,2-26=-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, 4 12-20=0/1057 1- NOTES ,p ,t,4* 44,44 1)Unbalanced floor live loads have been considered for this design. + IST 2)All plates are 1.5x3 MT20 unless otherwise indicated. `� III+LG 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��� n PRO `r1S' LOAD CASE(S) Standard ,`\'44 �C GINE N EF9 /(2 4t 87022PE 9r y(!) tN -cj, OREG•N dj i 0 BER \\ ..* S A. HE n EXPIRES:06/30/2015 April 22,2014 a ®WNI43-Way'deign parame rs and READ IC TES EN TRIE ANG 13&UEG MTV(REFERENCE PAGE MIT 7473 res 1/26/ZtS'IS@fF0.4EIUTE INIMMIW Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. mix Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi erecta.Additional permanent bracing of the overall structure is the responsibility ty of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quaftly Criteria,OSB-89 and Bal Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 t'FSaeldtlserrs Pine ISP)kasstseuisupe e4 the design natures arethese effective 416102/201 S by AMSC Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP Foe Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WElAhwS3tzOQTV 1-4-0 I 2-6-0 1 1.5x3 I I 2 3x4= 3 1.5x3 II Scale=1:8.7 I Ill liPillih.—%111111111111111111111111111111111111111- 11- 1111:10 N NM Mr // 5 '/ 4 3x4= 3x4= 51'1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 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 Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E 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 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTESyzONIO p 1)Refer to girder(s)for truss to truss connections. dC7 1 vfiAST1 vjr 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Q 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / Ybr{ *"�'. 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 a y ( r k"' N be attached to walls at their outer ends or restrained by other means. 1M - LOAD CASE(S) Standard ''97 rd ik' pr, 4, 496394 4,, clsI ?,ti) PR0E4. Sn 4t' 87022P, r- - 4 tcv tv y ‘.(‘ OR GON ci 14/ ds A- H RSP EXPIRES:06/30/2015 April 22,2014 s m ®WAINJM2-Ve:ertiexfppxramere13arraREAD P07E5OttTHIS ANL IM2Lg£E/MTTEK REFERENCE PAGE MII-1413ren.Tr'28f2PS9 &FTSE 'e Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if-Seuthern.Pine S lumber is specified,the design values are theta effrstave D6/O1/2013 byAI.SC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfozjUmsbGBJd?PY81zOQTT 1 1-7-12 I I 1-8-15 I I 1-2-0 I I 1-4-9 I 1-6-0 I Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 19 g 17 16 15 14 13 TZ 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4= 3x4= I 1-10-12 2.614 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-8,Edoe1,113:0-1-8,Edoe1.119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incl NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 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, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES IONTO (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=2379/0, 0% ,ovWASk 7-8=-2379/0,8-9=1741/0,9-10=1741/0 rft BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, T !.t°, YO 11, 12-13=0/909 c k O1. 06 WEBS 9-13=408/0,2-18=808/0,1-18=-765/0,8-15=14/787,7-15=-259/0,6-16=-295/0, t4 4-16=0/641,4-17=-935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 1s, NOTES *d r 44, ____,) 1)Unbalanced floor live loads have been considered for this design. 0j ' . 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. OV 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ''S.10 IYA .0 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. 5)CAUTION,Do not erect truss backwards. 6)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. c,'0 P ROE S The design/selection of such connection device(s)is the responsibility of others. C 4- 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,C? N(](N 'k-A s/0 LOAD CASES) Standard �k 7rsv's 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) N Vert:1=-304(F) g. V(% �'} /� 7 'O',ORM° tL� CJ�13. Mi3ER 1� as Al. H' 4� EXPIRES:06/30/2015 April 22,2014 it A f4'ANZ-Verify deign parameters 3=d READ hD TES ON THIS AND mann NPTECREFERENCE f MU 7473 rez 1/18/2014 800.5EUSf Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. MT Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability dying construction is the responsibillity of the `�' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lambs is a eci#ie.the d'esd namuses ace'Masa effective 06/03/201:3 byALSC Job Truss Truss Type Qty Ply 55 R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3928 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfo4nUv9bNVJd?PY81zOQTT 2-6-0 I0-5-10 1 1 1-2-0 I I _ 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e > -o- 0 N Xe e 1_,( 9 e li e 3x4 = f��( 3x4= LX\ 3x4= 3x4= I 3-1-2 3110 3-9-10 1 4-4-10 416-2 8-6-8 3-1-2 0-1 0-7-0 0-7-0 0-1 4-0-8 Plate Offsets(X,Y): 18:0-1-8,Edoel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o"ONIO TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 Vii, BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 a Wt�5j31 WEBS 2-10=736/0,2-9=37/269,5-7=718/0 'it' 4 C NOTES � w , 1)Unbalanced floor live loads have been considered for this design. i 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 14.1 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P!1. f? 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 r. '$ 49639 4Q.' be attached to walls at their outer ends or restrained by other means. Q 4 +ISTE 44), LOAD CASE(S) Standard 453,,-tf i� '�G <,i0� P R Qp 144 -7 870 2PE. to cv y SAT OREGO. ti.alta ''°b '',11 8E13 \''' 4 C3S A H' R' EXPIRES:06/30/2015 April 22,2014 4 ®MANDE Near Align rarametars and READ?DEES ON TENS AND METLEED MFTFN REFERENCE FADE NU 7473 rr L//NM 4 SO MLSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. M» Appliicabikly of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the .A'4�k* erector.Additional permanent bracing of the overall structure is the responsibility of the building1Y[designer.For general guidance regarding f fabrication,quality control storage.delvery,erection and bracing,consult ANSI/TPIl Quality Criteria,058.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if SSouthern.Pine 1501 lumber is specified,the design vOluO,.are those effective 06/01/20131 ayAtSC Job Truss Truss Type Qty Ply 56 R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-0 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 II N O N ).e e 9 1.5x3 I I 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3-21 3-9-6 1 4-4-6 62-8 I 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): F4:0-1-8,Edoe1,(8:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 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) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'ONIo TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 �% W S WEBS 2-9=-456/0,46=424/0 NOTES 4r 1)Unbalanced floor live loads have been considered for this design. f N 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. ir r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "b ' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '�� 4 be attached to walls at their outer ends or restrained by other means. �{ IS i IS LOAD CASE(S) Standard S)ONALCs wc� tiGIN� q -(0 't- 870 2PE r- y i'5,OREG N rp zv' 0' �44SER AN EXPIRES:06/30/2015 April 22,2014 t t ®WARNTh&3-Verify darign raxaxamers and READ NOTES ON THIS ANC iNCLI0ED MTV(REFERENCE ME NUL 7413 inc 1,/25/201$BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.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.For general guidance regarding �}/t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,056-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormalion available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Carus Heights,CA,95610 tt5wssthern.Pine(Sfr(lumber is specified,thesfeotgrs values aft:,hose effective 06/01/2O1.31xyAISC Job Truss Truss Type Qty Ply 5B R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-rOIAMOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCezOQTR I 2-3-0 I I 1-7-11 I I 1-2-0 I I 14-9 I 1-6-0 I Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 • o • •_ • N �_ • e e e ee e 1' 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 11-8-111 I 15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edoe),111:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 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) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0'tONTO N TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=2434/0,5-6=-2434/0,6-7=1775/0,7-8=1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 O4 0'�WASj j.' WEBS 7-11=-417/0,2-15=1416/0,2-14=0/910,4-14-380/0,5-13=274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 1 Q I f-, It NOTES O 1)Unbalanced floor live loads have been considered for this design. f 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. y` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,,r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to d,P 4 49639 4; be attached to walls at their outer ends or restrained by other means. 0,i °?:£t LOAD CASE(S) Standard S1O1A „� 4&R�Q P R QFFst,S' 870 2PE p�0- RErti GO . k/ ,S A HEN EXPIRES:06/30/2015 April 22,2014 I t A WAARNTMS-Vea de=1n slams ers situ READ?CTES ON WE AND DMZ ED MITER DEFERENCE PAGE MU-7473 res V1512614 DEMME Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ■�B T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI�1�. * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMI fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qua9ly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely InformatIon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 It'Southern Pirie(Sin iumtreeha/seethiecf.the design velum areratou effective 06/011201.5 by.AE5C Job Truss Truss Type Qty Ply 58 R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-rOWjWOjgQau6A_AOSoKw 4uPzIbT3Hwc4JufCezoQTR I 2-6-0 10-5-10 1 I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 0 N XD 1„'`XJ g 8D3x4= e D / \ 3x4= 3x4= 3x4= I 3-1-2 3-'�-10 3-9-10 I 4-4-10 8-8-8 3-1-2 0-1-8 0-7-0 0-7-0 01- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edoel.19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �y1ONIp TOP CHORD 2-3=-761/0,3-4=761/0,4-5=-761/0 ,�f, BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WOrj �11$JJ EBS 2-10=757/0,2-9=28/290,5-7=737/04. + NOTES t fit 9 { 1)Unbalanced floor live loads have been considered for this design. f / 1 N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. it7 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 11 496 be attached to walls at their outer ends or restrained by other means. n + � _.�Q fG ST LOAD CASE(S) Standard ''1ONAL''6 V„1pPRopp 87022PE K144 !r y �-.5, tREGO 2� 41 i4. He EXPIRES:06/30/2015 April 22,2014 f A 144.1011115-Yeti??design parameters nnd REAP WES ON THIS AM MOM PARK REFERENCE PAGE 1111-7413 ice1/25/2iS14 BE1011E1tSE isi—_ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality confrol,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauihera.Pine TSAI lumber isrgse ed,the utesig*s saivas are Sham effective oe/o2/201.3 fay AL8C Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UYJD46jkklBuOzn71DOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 ii 1-2-0 ii 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 e G N .-f e e moi° ♦ 1�. 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-510-113 11-3-131 I 16-5-8 I 10-0-5 0,4 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Eddel,(11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TOLL 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 Incr YES WB 0,57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC20121 TP12007 (Matrix) Weight:72 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=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONT T,. TOP CHORD 2-3=2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 )' X7 7 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 {)� cSC 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 {t c$ �O NOTES to l,r'- 't 1)Unbalanced floor live loads have been considered for this design. j N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. f;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 11 46 be attached to walls at their outer ends or restrained by other means. 25 LOAD CASE(S) Standard 5IONALG ,k:1/4E0 PR°Fe- 144 - 87022PE r 7,,,'<>...OREGO tiaAu 4.C? ') j ,I $418ER 0, ds A. He ..,,i... EXPIRES:06/30/2015 April 22,2014 I A WARNIM3-Verity design paramctsrs acid READ dKS7ES ON THIS AND moo o MIIEY REFERENCE PAGE MI17 773 in:x 1125/2014 REWEVA Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiiSty of the Mitek' erector.Additional permanent bracing of the overall structure o the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,deFvery,erection and bracing,consult ANSI/TPI1 QuaUly Crileria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pin*(SP)lumtsae ita azifie4rI emesign values are chats e4festtve I2G/O1,401.3 byAtkC Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP F13 Floor 6 1 Job Reference/optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nPeUx4lxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWz0QTP I 2-3-0 I 1 1-4-11 II 1-2-0 II 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 11 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 -e e e e e 1 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 i 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edge1,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incl YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,TOM( TOP CHORD 2-3=-2664/0,3-4=2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 Qc? Cif WAS/ . WEBS 7-13=0/349,8-12=534/0,2-16=-1715/0,2-15=0/1206,4-15=695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, 0 6-13=-853/0 4, A, ,A NOTES icoll it 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. o' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `'d ; 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 I0 il ? be attached to walls at their outer ends or restrained by other means. A GisTER LOAD CASE(S) Standard ONALcs '5.-90 PROp ?f kJ y 87022PE <N y -,.OREGO 4 $ ..\ 4) a --/SER 1 .s ERr kH EXPIRES:06/30/2015 April 22,2014 4 A A MANIAC Nerikdesrgn parameters and REALM MI-ES ON 1HIS A3C MUM 50 HUSK REFERENCE PAGE WI7473 tea 1/25/2010 00 ss34Et Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown lal is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delvery,erection and bracing,consul ANS1/1PI1 Quardy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informafion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 lfSautirwre eine ISP)learbee it specified,the dexise values are?base effective OGR311201.3 by AtSC Job Truss Truss Type Qty Ply 58 R41832535 PL14-90UP F14 Floor 6 1 Job Reference footionaj) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-FbBs8Qm7.1VHh1Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO I 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-53 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 63x4= 7 o ee o- IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I — ' N .! e e 1 c 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 19-49 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets((Y): 16:0-1-8,Edael.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:54 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) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. rfONIO N TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 05 iS A$pi>, WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 0 ,c'$. '`+�4Y'0 r NOTES to i r ' 'It' 6 r., G1, 1)Unbalanced floor live loads have been considered for this design. j ; N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4.'i 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'd 49639 4 be attached to walls at their outer ends or restrained by other means. ( .`4'G 1 LOAD CASE(S) Standard S ONAL G �00.0) PRO e. A €� �0y `t. 8 • 2PE .. <— iCV nti y 1‘ 3,... OREGO c1.', QS A. HP' EXPIRES:06/30/2015 April 22,2014 4 _ a ®t9ARNL O3-Verify design parameters and 81411? WES ON MS MC mum NITER REFERENCE PAGE 14117473 ma 1,/2912C1d IRE37 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the e A�T� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [YB 1 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/T9il Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine tSP)tusnstnav is specified,Modes-Igo widaroma millectree OG/0131013 by.ALSO Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN I 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 , o , N 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/PI2007 (Matrix) Weight:15 lb FT=0%F,0%E 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=304/0 050rrr0 44, ,�i, NOTES oC7 flv WASkl 1)Refer to girder(s)for truss to truss connections. ( . 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4r ;T Jre �n ,ti 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 4. k" '2'2 tZ be attached to walls at their outer ends or restrained by other means. t4 4)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. 4 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). fc1 4f 3U irk" LOAD CASE(S) Standard O 4"GISTEv -40 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '101 Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) <(\cp "r0) PR R OFe F . �NGIIv� / . 87022PE. ro y '0j, OREGQ ti� r�N 011 SER \s �-' A. H - EXPIRES:06130/2015 April 22,2014 1 f ®MAMAS.Way deign parameters uudREM! `ins GNTHIS A INCLUDED HHF7EKREFEREMEPAGE MIT 7473mc1,20/2014B ?EUS Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. pill. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '! is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the `��T®!4" erector.Additional permanent bracing of the overall structure is the responsibility of the buildingIYf designer.For general guidance regarding 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informaion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sept* Pisa ISMisumtrer is rptertfiest,Ma de£ta uafuet are tt a elfactive 06/01/2023 byALSC Job Truss Truss Type Qty Ply 58 R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8QmZIVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO 1-6-0 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53.4.= 6 e o e e 0 N 10 9 e e 8 3x4= 3x4= 3x4 = 3x4= I 3-2-10 1 3-9-10 i 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 -.. Plate Offsets(X,Y): 18:0-1-8,Edciel,f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) //dell 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 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y�ONIO TOP CHORD 2-11=926/0,3-11=926/0,3-d=926/0,4-5=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 C)°7 OV WAST Nt WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 C) ,r{ NOTES i"' Kri `� N 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. 14 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 ' 4%39 be attached to walls at their outer ends or restrained by other means. (:).0 4)bIs, 5)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. o�NALG 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4t J P R OAFs Uniform Loads(plf) '4, 61 Vert:7-10=-8,1-6=-80 \o N<j()VeF 4 Concentrated Loads(Ib) C ' A ' Vert:11=-169(B) ��' 870 2PE s't" y(f) rN 0 N -0j,OREG N n5 14/ 'PC' ER \ v... A He- EXPIRES:06130/2015 April 22,2014 a 9 AMAIM-Verfyy*lip 7.am=srssod REAP WITS ON MU AM MCIE6EI)POEN REFERENCE PAGE f4U7473mg.3;18/201FREWEUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. '« Applicabilfy of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 6 R�Te * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY[ 1 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSS-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Seutherit Pine f0P)lumber is specified,the desigp values ace these effective G6/G2,12111.3 by MSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions(Drawshowningsnot into ft-in-sixteenthsscale) Failure to Follow Could Cause Property offsets are indicated. I Damage or Personal Injury r1� Dimensions are in ft-in-sixteenths. 1141,,,, Apply plates to both sides of truss 12 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 1 rr c1-2 C2-32. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I _ O IL111111I111 00 bracing should be considered. I � O �� 3. Neverkexceedatthe designadua loadingshownand never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 e c�7 Cs. designer,erection supervisor,property owner and plates 0-"s' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior 4114 (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. Mill •� reaction section indicates joint 17.Install and load vertically unless indicated otherwise. plur number where bearings occur. Min size shown is for crushing only. MN 18.Use of green or treated lumber may pose unacceptable 1.,..--,. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone n Standard for is not sufficient. DSB-89: Design Bracing. Ileke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 40'-0' rGARAGE LEFT . 1 11,-11 ASJ1 ASJ1 7 /)7/ / ASJ2 0. AH1(2) 8 12 ' //_ _ AH2 _ 1/ � /Y Ale / ////// /0 AH5C if AH7 Al (4) mit 2? ig 7/54/117 6:12 8:12 AH4 BH2 BH1 (2 6:12 D2 (2) q r \ 9 W--7 6:12 ' 7R.19 \E2 (3r c4 , 6:1t1 1. to EPct}tdfORMS TO DESIGN CONCEPT ro C7 12 t :1 / �Ne+IP tiCJt / CD to Elf C)NFORMS TO DESIGN CONCEPT WITH .0 G1 - REVISIONS AS SOWN 20'-41/2' 0CONFORMS TO DESIGN CONCEPT E] NON-CONFORMI -REVISE AND RESUBMIT 17-61f7-9* CON#ORMNSSNOTED TO DESIGN CONCEPT WITH REVfSIO THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCEI _ 0 NONCONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT OI:Y AND DOES NOT RELIEVE THE ws;_:uenvee w Fes,c_e xa Fe Daw eaa v,r w�rr r� �s E . E Trn FABFiC OR;lENCOR OF RESP ISIBI_I v FOR CONFORMANCE WITH THE /�. ;a wn sn aeas, r.v - DESIGN DRAWINGS AND SPECIFICATI01 ALL CF WHICH HAVE PRIORITY 40'y kri r1,1CT mnA.E a L cF a.a. x,s,; Fy,ITY 41 i R 1,.:. OVER THIS SHOP DRAWING. C,,ITaarT.0 SHA ,t VFp•cy e I nrp.mn m -Sy AlexIexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC ®Copyright CompuTrusInc.2006 BI11Cfleh. 7S37L DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.RER TO POLYGON NW 03/31/14 TRUSS CALCULATIONS AND STRUCTURAL PROJECT TITLE: REVISION-1: D WINGSRED FORALLFURTHER H PLAN 5-B COFFER INFORMATION.BUILDING DESIONSIBLEF FOR OF RECORDhat", ������� r PLAN: DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRuss TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY. DESIGNER/ENGINEER OF RECORD TO I, .COMPANY REVIEW AND APPROVE OF ALL O TR I(,,,j f.I S DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. {, . 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 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). p,.3 0, �1 oto i� litx if itr VI itt.:4 .rMr t ` ' 0* L art, r 26.. ' y 4' tt .'4. 004? , ,r 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958) 2635 3.10=(-318) 336 BC: 2x4 KDDF H1&BTA SPACED 24.0" O.C. 2- 3=(-3001) 1231 10.11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11.12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-2717) 1165 6-12=(.120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0' 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 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 BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) )GOND. 2: Design checked for net(-5 Dufl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20 00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T '( Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 ''^ in the plane of the truss only. M-5x6(S) M-5x6(S) 3"1 1111 0.25" 0.25" 1/AA1.5x4 oM-1.5x M (h O p /- o 10 1y 41111111111111111111h-' -.\ o o -3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) 10-03-04 9-08-12 9-08-12 10-03-04 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 ��a`< PN 'sA� WARNINGS: GENERAL NOTES,unless otherwise noted: //)) "K 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 .(h®® G Truss: Al end Warnings before construction commences. building component.Applicability of design parameters end proper G 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 stebiNty during construction 2.Design assumes the top and bottom chords to be laterally braced at .+�� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r�ll c DATE: 7/11/2014 responsibilitybuilding 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(HC). /""rt'�" = the overall structure is the of the designer. 3.2x Impact bridging or lateral bracing where shown++ 4 rr 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 toSEQ. : 5992791 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosiveL"environment, %, 1tA design loads be applied to any component. and are for"dry condition"of use. r' 'Q�' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 (�0i".1. fabrication,handling,shipment and Installation of components. necessary. R R i l�- 7.Plates assumesadequateon eoth faets trussed., 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 111 1111 1101 VIII VIII IIID VIII 1111 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint centernches 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C cl 00 TC: 2x4 KDDF #1&BTR q( LOAD DURATION INCREASE = 1.15 1- 3=( 0) 42 2.13=(-1422) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3048) 1745 12.13=(•1422 2605 3-13=(-547) 259 STA WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13.14=(-t231 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(•1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=-1683) 1035 8.15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24'OC UON, FOR $ LL = 25 PSF Ground Snow (Pg) 8. 9=(•2505) 1688 9-16=) 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) vertical members (uon). 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" 460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. Connector plate prefix designators: 'COND. 2: Des'go checked for net(-5 psfl uplift at 24 "oc spacing.) C,CN,CI8,CN18 (or no prefix) a CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'••10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T .�(( , NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 2:00-A 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting -03-O6 1 1' ' 1' system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=l.6, 6.00 5 M-3x8 ! 4 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 - M-4x6 $ w M-5x6(5) ' � • M-5x6(S) C5 0.25" 0.25" rn 3 o co 15 16 o o 1 �M-3x8 M-11.2 145x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 1 o M-5x6(S) ,1 , y y 1, ), 1, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01.08 ,, ,, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 POPe '<<' tG N 5',� WARNINGS: GENERAL NOTES,unless otherwise noted: ";J 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 C'� '92 S O E 1-- Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at 4,40011 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'Sc..and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood in ere and/or drywall(BC). ,/i we . DATE: 7/11/2014 p ty 9 3.2x Impact bridging or lateral bracing required where shown++ -18 It /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S E Q 5'_ .1, b, • TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. © ,.� 1 '� 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1' 14.r 2d `�- fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. tr-��a t) 6.This design Is furnished subject to the IMtatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center RAO- 6. I IIIIII II II VIII III I IIIIIIIIIIIIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center foes. 9.Digits Indicate size of plate in Inches. MiTek USA,inC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) XP)R S:12 31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3057) 1363 12-13=(-1078 2616 3.13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 8-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50' 2.84 KDpF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 pall uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358' @ 20'- 0.0" Allowed = 2.806" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 < I Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 2-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFR§(Dir), load duration factor=1.6, Truss designed for wind loads 14-0014-00 in the plane of the truss only. 5 7 12 M 4x6 M-4x6 12 4 M-3x8 6.00 17' M-5x8 0 6.00 M-5x8(5) v• 0.25" 0.25" 0 co of T t4 o0 o 1 12 13 14 T 15_ 116 . 1 o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 o M-5x6(S) y y 1, 1, ), y i, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 J, y , > 0-10 40-00 0-10 Ope JOB NAME : POLYGON PLAN 5-B NH - AH6 ���`¢ N sig, Scale: 0,1547 / j WARNINGS: GENERAL NOTES,unless otherwise noted: 1/ .02 ill •^f7 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual C>ti' 0 0® E r C and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 6 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 stabifty during construction 2 OA and at 10'dc.respectively unless braced throughout their le th by �° DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 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 OREGON Li SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.. 4 � \ �A, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if O 14 �Q necessary. �^R Rio- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl 4 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 1111111111111111011111111 TPINJTCA in BCSI,copies of which will be furnished upon request. gcoincide with Joint center Ones. 9.Digitssndsize of tplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-931) 2619 10. 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10.11= ) ( ) WEBS: 2x4 KDDF STAND ( 1 (-933 2616 3.11= -534 368 3- 4=(-2492) 1038 11-12=(-698) 2433 11- 4.1-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136( 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6.13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDDF 625) Connector plate prefix designators: 40'- 0.0' -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0,0° Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199+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.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=l.6, Truss designed for wind loads T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 D M-4x6 M-3x8 M -4x6 Q 6.00 M-5x8(5) y "" .t.' M-5x8(5) 0"25" 0.25" v 3 O V0, t. .+n. * C•) c:, c+)1,00.-- 10 11i- T is to ""\ o O M-3x8 M-1.5x4 M-3x8 u.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) , > 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y k 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 R��N°�Ly6:61 WARNINGS: GENERAL NOTES,unless otherwise noted: N. "T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� .92 0 0 E Truss: AH 5 and Warnings before construction commences, building component.Applicability of design parameters and proper Bi I 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiRy of the building designer. 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r �jr""" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �/�a. the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood requiredewhere shown and/or drywell(6C). Y,,i',�a. ^" DATE: 7/11/2014 P h 9 3.20 Impact bridging or lateral bracing where shown++ ISt 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/� OREGON SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �� J (x 4, design loads be applied to any component. and are for"dry condition"of use. ..Q �'� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, 2 �4 fabrication,handling,shipment end installation of components. necessary. {7v 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 (`' IIIIII II II VIII IIIIIIIIIIIIII III I IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:ES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=)-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(.3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=) 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net)-5 psfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 J,2-10-09 5.01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=1.6, T T Truss designed for wind loads -03-0 -03 0 in the plane of the truss only. 10-0010-00 s M 5x6 S e 12 12 M-4x6 ( ) M-4x6 6.00 y M-3x4 7 0.25" M-3x4 G Q 6.00 - y o M-1,5x3 M 1.5x4 ro M O /_ d' 1 ''" a ( ,4M .. %3 o p 17 o M-3x8 M-3x8 10.25" 0.251 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y 1, 1, ), y 1, y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 P JOB NAME : POLYGON PLAN 5-B NH - AH4 \co� °GINe 5 Scale: 0.1547 �Af�� WARNINGS: GENERAL NOTES,unless otherwise noted: "v 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 451 i(12®•. E r' Truss: AH 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 responsibility of the building designer. 4r' 3.Additional temporary bracing to insure stability during construction 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 le th by ..!! , "` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalllC). ' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 .e SEQ. : . C 9 n� C 4.No load should be appied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON "<,/ L Q J G 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, � J �+��` �. design loads be applied to any component. and are for"dry condition"of use. Q 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ryFF R 11 P 7.Design assumes adequate drainage Is provided. r-i R Y‘'" 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 1111111111111111 TPINVECA in SCSI,copies of which will be furnished upon request. Digit coincide with joint center Ines. 9.Dies o ncide size of tplate 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(MWTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15Q BC: 2x4 KDDF #18SPACED 24.0" O BTA - 2=( 2) 42 3-14=(- ) 2587 3.14=(-275) 307 .C. 2- 3=(-3022) 1237 13.14=( -97475) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14.15=(-1050) 3183 13- 4=(-2 3398 13- 5=(•976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5.14=( •43) 304 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 61-192) 143 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 71-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2812) 1112 9.16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 40'- 0.0' -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L(240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed '= 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146° @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 1`'I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 1' 12 M-5x6(S) 12 6.00 p M-4x6 M-?x4 6 [9.25" Mx4 8 M-4x6 Q 6.00 z.vs/ 7 Lo ,r M-1.5x3 114-1.5x4 o c, 13 4 '(1p 16 4%421:). o M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y ), y y y ; ; y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 . , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 '���t�pN pSk9 WARNINGS: GENERAL NOTES,unless otherwise noted: C✓' II 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 ��' .02* i.PE c Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters end proper 1 tt 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responslb4ty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at �" DES. BY: BS 2'o.c,and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). :,rmlma! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 1 St1 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 EQ corrosive environment, F,A /h cf design loads be applied to any component. and are for"dry conditionbearing at all supports shown.Shim or wedge If p 14 2 t4 fabrication,handling,shipment and Installation of components. necessary. A q 7.Design assumes adequate drainage 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 is �"� I IIIIII VIII VIII IIII VIII IIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=f-3102 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF k1&BTR 3- 4=1-3143 1441 14-15=(-2516) 8278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-2516) 6278 6-14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=1 -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-5741) 2555 18-11=(-1204) 2686 7-16=) -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17.10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=( 0) 180 OVERHANGS: 10.0' 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5_list) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, 1" Truss designed for wind loads 2-05-12 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 17' 6.00[2". 4.0" a 6.00 9 ,(7' 5 lopoo. o M-5x6 M 8x8 M- x8 M 5x16, 0 3x4 M-1.5x4 "� `iy 0 0 + v m 4 /- /- of /- il" "13 �a, 1.5 96 rrr�� 1B 20 8. 1M-3x8 M-4x12 0.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y y .) y y y 1, y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y y1, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH2 sale: 0.1481 �Cpe �ANG NEP WARNINGS: GENERAL NOTES,unless otherwise noted: w l 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 'Z ' l'•g 2 4 i E f^" Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brsdng must be installed where shown+, incorporation of component Is the responsibility of the building designer. Aire, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by ° is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). „.1 �4lia!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON Ii SEQ. : 5992797 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4.. ,,Q` A. design loads be applied to any component. and are for"dry condition"of use. / "4, Z��1.. 47 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes onfun bearing at all supports shown.Shim or wedge if 14 necessary. -'"R Ft v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. L: L 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide i with Joint center fines. Digits 9. indicate size otplate 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(MiTelc) EXPIRES:12/31/2015 INV This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.12=( -958) 5580 3-12=( -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14e(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5.13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0' TO 40'- 0.0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 0.0)+DL( 20.0)5 20,0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16.17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=1 -5222) 946 17.10=( -7524772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20,0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0' V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=) -5482) 926 7.16=(-8536) 1596 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -629/ 3446V -118/ 118H 5.50° 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND, 2: Design checked for net(-5 asfa uplift at 24 "oc spacing.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083' LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0° Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000° @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T f in the plane of the truss only. �3-00-12i-10 -1 1' �(6-03-15 1' 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 1' 12 12 12 6.00 6.00 7" M-4x6 a 6.00 4.0" /- 8 0. C:, M-5x6 M-3x10 M 3x10 M 5x16�r� M-3x4 f 5 67 `n M-1,5x4 o 3 al 9 co o � � M 3x6 0 r.. T 1 /- /- i:,t /d li .-1--14 ' 1 123T 3 , o o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) ,1841# .1384# yy 1, 1, 1. 1, 1, yy grip 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 1171)) JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: D.,480 to \, c, Ss WARNINGS: GENERAL NOTES,unless otherwise noted: / jj00 GINE.��` "6-, 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 (,w s�h A®r3 E rTruss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL t 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 ..''� w/'" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)Bctively unless braced t(TC)and/or dhout eir length rywal Cby r . i DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ .+ et 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 kr SEQ. : 5992798 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, �L, ,, t* design loads be applied to any component. and are for"dry condition"of use. ,.r y Z�*! �f TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, `.,,5 fabrication,handling,shipment and installation of components. necessary. ' 7.Design assumes adequate drainage is provided. �R A 1 VA"' 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 III II nil VIII VIII VIII VIII III I'll TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/311201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3.16=(•721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7.18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(.3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0' 10.0" 13.14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0° -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 asfl uplift at 24 'oc saucing.: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466' @ 16'- 6.2' Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" 1 MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 03-0 6-03-04 T MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" T f 12-00 -03-03 ' 13-04-13 '1 5-05-04 12.00 I DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. I T T T Design conforms to main windforce-resisting 12 M-61x4 10 12 system and components and cladding criteria. 6.00 P M-4x6 M- x8 M- x4 /- M-4x6 Q 6.00 5 7 � � 1 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x44 M 3x4 Truss designed for wind loads o p in the plane of the truss only. yl. %M-4x43 \ + , M-3x8 M o N o M 3x8 `� T� o /-o oh o 1 5 16 17 18 9 20 gLL 22 23 0--+4,,,..4 1 o M 5x8 M-3x4 M-3x8 M-dx6 O.2b� M-3x8 M-1.5x4 0 o M-3x4+ M-4x10 M 3x42.75 1.89 12 M-5x6(S) 12 09-1 ), ), y 3- y y y y y , y-05-0$ 4-05-12 4-07-08 1,08-02 6-03-06 6-01-04 5-05-04 6-01-08 y y o-1yo 2-005-08 11-11 ,,2-00 23-07-08 0,-10 y , 14-04-08 25-07-08 ,1 y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 '�� 0)R „sc.,, AA-- WARNINGS: GENERAL NOTES,unless otherwise noted: c. "v- 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 z ± ®®P E r- T r u s s: AH5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stagBty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'Sc..respectively unless braced throughout their length by Po ty continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). wisp, DATE" 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ♦ {c. �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. F Ai OREGON W SE Q. : 5992799 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, I.. 7 vs design loads be applied to any component, and are for"dry condition"of use. ✓ 71)."' ' e�a .t,. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 w� fabrication,handling,shipment and installation of components. necessary. /�Tr tr 9 P P 7.Design assumes adequate drainage Is provided. i `t,,, 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 111111111111111 TPINJTCA in SCSI,copes of which will furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF H16BTR SPACED 24.0' O.C. 2- 3=(-4625) 1712 13.14=(-1329) 3653 3-14=(-721) 386 20-10=1-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338; 1292 14.15=(-1028) 2930 14- 4=( -14) 289 10-21=( 0) 242 LOADING 4- 5=(-2840) 1155 15-16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785 1177 16-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18.19=( -802) 2727 6.16=(-161) 492 8- 9=(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3077) 1172 21.11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 gsfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.232" @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466" @ 16'- 6.2' Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-i l-11 16-00-10 11 11 11 NOT EXCEED 19N AT TIME OF MANUFACTURE. T T T '(' Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. T f 12 T ' 2-05-0 T T T '' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p M-4x65 M- x4 Mx8 Mx4 9M-4x6 Q 6.00 load duration factor=1.6, Truss designed for wind loads 0 - _ ,..'.. kiiiin the plane of the truss only. M-3x4 4 QM-3x4 NI-o + to %M-4x4 3 o N o M-3x8 �, 4•0o /-1(i3 o� o 1 : 13 14 15 16 ,r8" 1 20 i ..N2 o c 8 M-5x8 M-3x4 M-3x8 17 0.21p M 3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x689 M-4x10 M 5x6(S) M-3x4+ a 2.751 12 p, ,12 y �2-09-12k )' y y y y y , -05-08 4-05-12 4-07.08 1;08-02 6-03-06 6-01-04 5-05-04 6-01-08 y , 0-10 2-05-08 11-11 ,2-00 23-07-08 0,-10 ,( ,, 14-04-08 25-07-08 y /- 0-10 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: D.,499 `�,..'<, 'S WARNINGS: GENERAL NOTES,unless otherwise noted: 2-�, 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 (',5z !92s• E 1-- Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. r" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length� by continuous sheathing such as plywood where and/or drywall(BC). / 81 , DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct 4SEQ. : 5992800 .No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, �L of A, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / '41), 2� 45.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. 41 7.Design assumes adequate drainage is provided. 14 i-� 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 n 1' IIIIII II I II II III(IIII VIII IIII IIII IIIITPINViCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.Digits indicate size offpplatetein 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 11 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF N16BTR SPACED 24.0° O.C. 2- 3=(-4158 1779 17-18.(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725; 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846 1359 21-22=(-1559) 4171 7-19=( -269 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286` 1837 22.23=!-1449) 3686 8.19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=) 0) 0 22.11=( -80) 536 OVERHANGS: 10.0' 10.0" 13.14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23-14=( -2) 204 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF 625) 40"- 0.0" -301/ 1775V 0/ OH 5.50' 2.84 KDDF 625) ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11.11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01.02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" '( f '( f '( T T T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04---C-1-05 2-01-12 5-04-05 -03.03 3-10-08 '1' 1' '' '' '(--1' ')' f '( 'i 1' T '1' '1' MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8 00 8-00 ' . . DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5X6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 3x4 M-3x44 6.00 Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-5x6 M-1 5x4 0. 5" =M-4x4 M-4x6 5/ 7 il 9 k1'lr 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-3x4 rk v (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), •cro a IA-1.5x4 load duration factor=1,6, 0 ,� M-1.5X43 Truss designed for wind loads d co M•3x8 3 ^ in the plane of the truss only. 1(11111 -'' 4.14.e..--..411411h\ �oo� o '"" 16 1, --- /- 21 T z� 1 60 0 o M 5x10 M-3x8 M-6x10 0.252 M-3x8 M-3x8 0 M-3x4+ M-3x4+ M-4x12 .a 2.75 1.89 v M-5x8(S) 12 12 J, y y yy )' y J, 2-00 5-06-12 6-04-04 1-00.1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-10 2-00 11-11 y2-00 24-01 y10 y y 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 sale; 0,1400 `� pe ��`t NR �,� 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 '1 7 92j Ec r- and Warnings before construction commences. building component.Applicability of design parameters and proper ®'� E. Truss: AH3 incorporation of component is the responsibility of the building designer. AdillesO �,,X'' 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary bracing to Insure stability during construction y o.c,end at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(eC). Ate! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ MF 44. C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 OREGON W S E Q. : 5992801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G,. ., 'fit" A1/4. design loads be applied to any component. and are for"dry condition"of use. " '4,}" 2a �.>(•. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ' 14, necessary. /�r V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i R (`,,,, 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 IIIIIII III I VIII VIII VIII VIII VIII IIIIIIITPI WfCA In BCSI,copies of which will be furnished upon request. lines cdicae with joint center lines. 9.Digitssindicate size ofplatete in Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPI RES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(.1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KOOF r#18BTR SPACED 24.0" O.C. 2- 30)-4158) 1554 15-16=(-1096 3045 15- 4= -173) 353 WEBS: 2x4 KDDF STAND 3- 4=)-3725) 1463 16.17=(-1145) 3656 4-16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-2846) 1133 17-190)-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8.(-4282) 1558 20.21=(-1162) 3686 7-17= -85) 56 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=) -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1178 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 10-21=)-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00° 40'- 0.0' -236/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 Daft uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354' @ 21'- 6.8' Allowed = 1.954" MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-1 3 01-07f 3-01-04 5-07-13 5 04-05'f f5-01-02 4-01-03 3-10-08 1 Design conforms to main windforce-resisting 1" system and components and cladding criteria. 1 1 1 1 2-08-08i 12-08-051 1-01-1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5X6(5) Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-4x6 load duration factor=1.6, s.00M- x4 M-1"5x4 0v25" =M-4x4 /- 5 7 B 10 1 Truss designed for wind loads M-3x4 i y a� in the plane of the truss only. 4 M-1.5x4 c M 1.5x4 + 0 M-3x8 / T� 0 0 0 o o oh o 1 "- 15 M-5x10 M 16 3x8 171 1s' ao 21 '1 4 o 0 o M-3x4+ M-6x10 0.25' M-3x8 M-3x8 0 M-3x4+ M-4x12 M-5x8(S) a 2.75 1.89 12 y y 12 , ,, y ), y y , y2-OO> 5-06-12 6-04-04 1-y00-12y 9-03-04 8-02-04 7-06-12 y y 0-1y0 2-00 11-11 y2-00 24-01 0,10 y.y 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH2 Scale: 0.1550 ��� OP � GpN .As� WARNINGS: GENERAL NOTES,unless otherwise noted: "v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual tr Z( `6 E 9r' Truss• AH 2 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywe0(BC). ,/* drUpPP DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wf It 4.No load should be addled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "S7 .OREGON It" SEQ. : 5992802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, I" 1,,� � ONtx design loads be applied to any component. and are for"dry condition"of use. �+ 2, ..- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge IfnQ 14 fabrication,handling,shipment and Installation of components. Design cessary. / A)[.�'{� 7.Design assumes adequate drainage Is provided. rl 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII VIII VIII IIII IIITPINVTCA in BCSI,copies of which will be furnished upon request. dings coincide with joint center tines. 9.Digits Indicate size offplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14-15=1-2800 8048 3-15=( -842) 308 20.11=(-268) 726 BC: 2x6 KDDF #1&BTA LOADING 3- 4=( -7928) 2942 15.16=(-4330) 11250 15- 4=( -860 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7088) 2854 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LI( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5.16=( -398) 1412 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL 100.0)+DL 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0' V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 50.0)+DL) 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=)-12464) 5012 19-20=(-4110) 10414 6-17°) -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 40'- 0.0' V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9.100( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11°) -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=1 -6230) 2234 8.19=(-1142 820 12.13=) 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. r;-(] Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed 0.083' 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000° @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-09 �3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 x2.10-15 3-00-121' Truss designed for wind loads in the plane of the truss only. 320# 320# 12 12 M-7x8(S) 6.00 V M-4x10 6 7 0.�5" M-35)(10 M 5x6 Q 6.00 M- x8 =M-4x4=M-4x4 v %M-4x3 IZ + k- M 4°1111 •1.5x4 s� i oio o M-3x10 ...„..4111.1al........ r) /--`1,) o 1 �4 ir 16 1� � ee 4� o 0 o M-6x8 M-4x10 =M 4x4 =M-10x10 20 0.25 M-4x10 M-3x8 0M18HS-7x14M 3x4+ - 2,75 M-3x4+ =M-8x8(S) 2.75 0 M-3x4+ 12 M-3x4+ y 2-11-041, y 12 ), y ), i, y y -05-0E 4-06-12 4-05 ,i2-00y 9-02-04 9-00-08 5-04-12 y Oy 1p 2-05-08 11-11 2-00 23-07-08 9, -10 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1Scale: 0.1548 �5�� � N :0A. WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual e� I. •' E 1-- Truss: AH 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 responsibitty of the building designer. Aller000." 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'o.c.and at in'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d 9(r s m reli�ec). ,f DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �+ C/� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 4/S SEQ. :. : 5992803 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• N A„... design loads be applied to any component. and are for"dry condition"of use. /' "I je Zd ..,-- TRANS I D: 403334 5.CempuTras has ne centro)over and sesames no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14 Q. fabrication,handling,shipment and installation of components. necessary. F/R t \- 7.Designlaesassumes adequateodon drainagehc is truss,a r 6.This design is furnished subject to the GMtatlons set forth by 8.Plates shall be located both faces of truss,and placed so their center III II II VIII VIII I III VIII VIII II IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincideInwith joint centernche. 9. Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 iiIIIiIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: net Design checked for 5 5sfl u " 1 TC: 2x4 UDE RI$BTR LOAD DURATION INCREASE = 1.15 ( plift at 24 oc ssacin g' BC: 2x4 KDDF H16BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,ON,018,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus (able end detail for 4-09 4-09 complete specifications. T T 12 12 6.00 4 6.00 I M-4x4 /— 3 co 0 N co 2 4 a� co o co 1 //////%////%/////%////%/////////%/////%/////%/////%/////////////////////// 5 a 0 M-3x4 M-3x4 1 y y 1, 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl ib Seale. D.6187 ��c k..-° Flys„ WARNINGS: GENERAL NOTES,unless otherwise noted: 11 -y. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct' !ON. ` E17 Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7GGG 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ,,.+''� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous at suchas plywood unless athingt(TC)and/or derywali(BC)y '" +ma" , 4 DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992804 fasteners are complete and at no Owe should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, � /i. tK TRANS I D: 403334 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 /Q �1' 14 'Z° P fabrication,handling,shipment and Installation of components. necessary. !s.f 7.Designlaesassumes atedadequate dpactison faces of truss,and placed so their center ��R�L'� 1111111111111111111111111111 IIII III) TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coindde with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design 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 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3. 7=(-283) 205 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2- 3=(.1392) 328 7- 8=( -95) 772 7. 4.1-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8. 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KODF ( 625) Connector plate no ix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,C18,CN18 (or Connector no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP (CONE. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing,' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979' MAX TL CREEP DEFL = -0.075' @ 13'- 5.8" Allowed = 1.306' MAX HORIZ. LL DEFL = 0.016' 0 20'- 0.5' MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 f T 1' Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. 1' T T T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 4 6 00 load duration factor=l.6, 6.D0 Truss designed for wind loads 4.0" in the plane of the truss only. /- 4 - II v M-1.5x4 M-1.5x4 ♦, tl 0 V7 0 0' 4�'�"- W4 0 7M-3x4 0.25" M-3x4 M-3x4 8 M-5x6(S) 1, 1, y ), 7-00-03 6-05-11 7-00-03 - 1, 1, 0-10 20-06 Ope JOB NAME : POLYGON PLAN 5-6 NH - D2 6pale: D.2933 ���0. GIN s' WARNINGS: GENERAL NOTES,unless otherwise noted: 451 �( w-if et 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 4 .' R I IE r Truss: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,r" 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS is the res nsibitly of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po continuous sheathing such as plywood sheatNng(rC)and/or drywall(m. wow, - DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I Cr 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. -j7 OREGON W SEQ. : 5992805 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4, �� 4 design loads be applied to any component. and are for"dry conduOon"of use. 1'' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge If Q 14, p necessary. R..R(L\- fabrication,handling,shipment and installation of components. 7. necessary. ss 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 VIII VIII VIII VIII VIII IIII IIII TPI WI CA In BCSI,copies of which will be famished upon request. Digit cindicat with joint ain nche. 9.Digits indicate of plateem inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welk) EXPIRES:12/310015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3-5=(0) 214 2x6 KDDF N1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 5.4=(-123) 424 BC: 2x4 KDDF#1&BTR 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF 625 LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50° 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-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 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" M,M2OHS,M18HS,M16 = MiTek MT series Refer to CdetailU6 standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003' @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, ( 1 f Truss designed for wind loads in the plane of the truss only. 12 =M-4x4+ 12 /- 6.00 D 4 6.00 3M-4x6 LI; 0 M-3x4+ co O 1 CO O fire -- O M-3x6(S) M-3x6 M-1.5x4 M-3x4 y ), y 11-05-08 y y 15-09 4-09 J, ) y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 `•<<-\ 6o P :S' Scale: :S' WARNINGS: GENERAL NOTES,unless otherwise noted: 4'J 4-1 '- 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 4: .92®` E i- Truss: D1 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 P fY 9 3.2x Impact bridging or lateral bracing required where shown++ 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 14/ SEQ. : 5992806 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, 4 � tr ,., TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. w '� 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes Lull beefing at all supports shovel.Shim or wedge if Q 4� 14, �� 1�S' fabrication,handli necessary. 114 qS ng,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 RAW' I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. 10. p MiTek USA,InC./CompUTfu3 Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP(RES.12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=S-40 429 5.3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-574 113 5.4e1-40; 429 WEBS: 2x4 KDDF STAND 3-4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625 ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net)-5 gsfL uplift at 24 "oc soaci g.l 9 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383' MAX IC PANEL TL DEFL = 0.075' @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" CONTENT DOES 12 12 NOTIGN EXCEEDUMES 119%ATTITIME EOF MANUFACTURE. 6.00 HM-4x4 Q 6.00 Design conforms to main windforce-resisting 4.0"/ system and components and cladding criteria. /- 3 1� Wind: 140 mph h=20.6ft, 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 in the plane of the truss only. co M 0 c!) M c?"- ill....111111111111111.11111111111 C?C?/- 1 leitiMiiiiiiiiiiMINM'Fx-11 �� r 5 4 * 0 * M-3x4 M-1.5x4 M-3x4 y y 1, 5-10 5-10 1, y y I 0-10 11-08 I JOB NAME : POLYGON PLAN 5-B NH - E2Scale: 0.4999 `Co• GINE '/ 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.5' //it v, 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 f9 'e E { C and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 2 incorporation of component Is the responsibility of the building designer. 4,011P,4--- 2.2x4 compression web bredng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to insure stability during construction y o.c.and at 10'o.c,respectively unless braced throughout their length by �° is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). y 'A�a". DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ i Q 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. OREGON SEQ. : 5992807 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, �1 4y Oda design loads be applied to any component. and are for"dry condition"of use. }' rZ �A`�-, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If Q A p14 T necessary. �n ` � 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 1111111111111111111111 TPINVECA in BCSI,copies of which will be famished upon request. git coincide with joint aIn nche 9.Digits ndof plate ie alines. 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 (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (9r no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FON 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud tailifors. 5-10 5-t0 complete specificatie end detail for specifications. f '1 1" 12 12 6.00 V IIM-4x4 Q 6,00 3 O oO M cn 2 4 c.,,_ o V — O V /— o/— 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 o' 0 M-3x4 M-3x4 .1 y 0-10 11-08 J., 0-10 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 << GINPrio . Sr,AA� WARNINGS: GENERAL NOTES,unless otherwise noted: /- C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CL ..02$0 PE17 Truss: E l and Warnings before construction commences. building component.Applicability of design parameters and proper GINE"( 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 es b to be laterally braced et ,..�"'� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywalC). + "' +1>w � DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A�OREGON 7�� SEQ. : 5992808 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 t design loads be applied to any component. and are for"dry condition"of use. ,9 O"*, A. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t? .1k14, 2 1y`��-' fabrication,handling,shipment and Installation of components. necessary. x7,q 7.Design assumes adequate drainage is provided. �+c� V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i qR`�'� I IIIIII VIII VIII III I VIII IIII IIIIIIIIIIIIITPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center foes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF 1/1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50° 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COD 2' 1'8'x c BC '. 0 et -5 U.li t a _4 "ox sgag in 0. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX IC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TO PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484' M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T 1' '1 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19N AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x4 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ....4111111111111111111111111111111111 Truss designed for wind loads in the plane of the truss only. M O O O) 1 - �' o� l� JI o/- 10.-=.41 ** 4 M-5x16 M-3x10 1, 1- 1- 5-08-04 0-03-12 6-00 pe JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 `tj., GNE r WARNINGS: GENERAL NOTES,unless otherwise noted: it., a {t®w 1 "yam 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 (�Lh NE Truss: Fl -GIRD 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. �% 3.Additional temporary bracing to insure steak during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.�"•v,-,�► ° DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e1-=7 It SEQ. : 5992809 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A� r\ OREGON It" 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 b" k TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. +f"'' -7 y"' 2.° -�- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge If Q 14. s necesssary. 1/C� fabrication,handling,shipment and installation of components. 7.nDesign R..assumes adequate drainage is provided. �: MIA" 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 11111111111101111 TPI WTCA in SCSI,copies of which will be furnished upon request Digit coincide with joint ain nche. 9.Digits oncide size of plate ea inches.. MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11.08.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4c(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF N1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 120.8)+OL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50° 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Des•gn checked for net(-5 nsf) uplift at 24 "oc spacing.' For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4° Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" f T MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19b AT TIME OF MANUFACTURE. M-1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, g (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ae load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 0 4 0 c _ii a� ImvP � JI o� cp M-5x16 M-3x10 '" 1, y y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD tp Scale: 0.5462 ��� N s, f- WARNINGS: GENERAL NOTES,unless otherwise noted: IG/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 j" .(tit±i E 1 Truss: F F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper x' 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 stabilty during construction 2.Design assumes the top end bottom chords to be laterally braced at / DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. 0" 4+ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) 4.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 to SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9G" , 1� Ax✓ design loads be applied to any component. and are for"dry condition"of use. �r "9 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q• 1 t; 2 fabrication,handling,shipment and Installation of components. necessary. 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 �� 1111111111111111111 TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc snacing.I IC: 2x4 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10,0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSFCWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, H M2OHS,MI8HS (16 = MiTekprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND to equal typical et stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T T T 12 12 6.00 Q 6.00 I M-4x4 3 O 0 O N 4 I M-3x4 M-3x4 0-10 8-08-15 PRO. p JOB NAME : POLYGON PLAN 5-B NH - G1 Scale: 0.6079 `G,,t; Ess, a 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 'CC !(O®w E r Truss: G1 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. +^ 3.Additional temporary bracing to Insure stebiRty during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,;i! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® {C,` 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -q OREGON W SEQ. : 5992811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a noncorrosive environment, 4" 4y al k design loads be applied to any component. and are for"dry condition"of use. +','r. Ahr, 2p �A. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 14 necessary. M t. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .R 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11111111111111111 TPI/WTCA in SCSI,copies of which w ti be furnished upon request. git c nd cat with joint center lines. 9.Digitssindicate size of plate In inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2016 11E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-63) 29 TC LATERAL SUPPORT <= 12"OC. BON. LOADING BC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) Connector plate prefix designators: 5'- 0.2" 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3.0" 58/ 140V 0/ OH 1.50' 0.22 KDDF ( 625) M,M2OHS,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 nett-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2' Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454' MAX HORIZ. LL DEFL = -0.000° @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 lz "- 3 _,, DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor=1.6, ,, Truss designed for wind loads o in the plane of the truss only. M-3x4 `m r/- co 0 o� 1 2y 4-->. y y y 1-02-04 'PROVIDE FULL BEARING;Jts;2,4.3I 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3Scale: 0.7536 ��i' GIN Ft pe`�`S,/ N. 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 (t" _92e 11 E 17 " Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ., .�" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding g continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). „,/Ar. the overall structure is the of the designer. S 2x Impact bridging or lateral bracing required where shown++ it SEQ. : + 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 S E Q. : 5992812 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, F� � t �. design loads be applied to any component. and are for"dry condition"of use. '\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /Q 14 �� A fabrication,handling, necessary. q, =1n {`. shipment and installation of components. 7.Design assumes adequate drainage Is truss, provided. n n� � 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 +�n I IIIIII II II VIII VIII VIII IIID ILII III IIIITPIANTCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "on spacing.I TC: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF H18BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Trans designed for wind loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4,00 3 0 Ca N 2 _.....ggid opoir Ca NI A M-3x4 - y y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 �` .1) PROFeSiP Scale: 0.7728 C� 0,(NE' 1� A, WARNINGS: GENERAL NOTES,unless otherwise noted: C•T 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �w� '.2®i L- �wr- I± and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: 112 Incorporation of component is the responsibility of the building designer. �r /�/f, 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stebiAty during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their len th byAppWAr DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ° DAT E: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 IZ SEQ. : 5992813 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. y OREGON it,/ fasteners are complete and at no Ome should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f".. ��Y �0N�` A design loads be applied to any component and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control aver and assumes no responsibility for the 6.oecessa assumes toll bearing at all supports shown.Shim or wedge If 14, j�a fabrication,handling, ry. rim(�f V shipment and installation of components. 7.Design assumes adequate drainage is Provided. 111 F/n`A.A. 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINJTCA In BCSI,copies of which will be furnished upon request. Dsigs coincidenwith joint tntae center lines. 9.Digits Indicate size ofplatein inches. M MiTekUSA,InC./CornpuTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3 IIIIIIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-94) 79 1-4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00" 0.47 KDDF625) Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50' 0.49 KDDF ( 625) I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-� MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 load Heighton,fEncloduratiactors1.6 , at.2, Exp.B, MWFRS(Dir), Truss designed for wind loads L' in the plane of the truss only. Lo co 0 N n Q,,- a� CAll W O 0� 1�� -A4 M-3x4 M-1.5x4 1, ), ) 6-07-12 0-05-12 y 1, 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0,5586 `�� c R �r, p 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 Cr .(52•A E t-'� Truss: G4 and Warnings before construction commences, building component.Applicability of design parameters and proper d 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ;� DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d If.� DATE: 7/11/2014 responsibilitybuilding designer. Impactbridging or p c`Ne q her s ywan�ec>. ! the overall structure is the res onsiWli of the 3.2x brid in lateral bracingrequired where shown+t ,(t.' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ';T OREGON !(,7 SEQ. : 5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .4 -.7 `1� design loads be applied to any component. and are for"dry condition"of use. / +�',. � AS TRANS I D: 403334 5.CompuTrus has no centro,over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14, AT fabrication,handling,shipment and Installation of components, necessary. p�y P 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. rT n I0- Milli II 1 1E11 VIII Alii III IIII I'll 9 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits Indicate size of plate In Inches. MiTek USA,InC./COrnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1 988(MiTek) EXPIRES:12/31/2015 IIIIIIIIll III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADINGDesign conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT serriesiesLL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus Sable end detail for complete specifications. 122 —/ 4.00 I7 U, 0 Idi 0 N 1 O'er NI' Ell 0 3 M-3x4 5-01-08 JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0,8258 ��` Ns,41 A� 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 'CC ±92 4 i E " Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper Air 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and•bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAdilrr Po dy continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .M C 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -P OREGON SEQ. : 5992815 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, I, 'h '1 ,,, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / 'Q}+ 20 -�.. 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 Q A' 1 , h s necessary. '✓lt 5V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 11.k 6.This design is furnished subject to the Gmltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII 111111 III 11010111 TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincidentwith joint center che. a.Digitssndsize of tplate in inches.. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 Illi li III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-189) 85 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 I OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KODF ( 625) 5'- 11.2' -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net1-5 osfl uplift at 24 'oc spacing.' 7-09-12 12-01 03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" I I 7( -vMAXTL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397° MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0,007" @ 19'- 10.2' /! MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00[77" 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), load duration factor=1.6, 4 Truss designed for wind loads o in the plane of the truss only. M-3x6(S) ri 0 0. M O .:3- 1 i 8 M-3x4 ), > y 1, 0-10 6-00 13-10-15 PROVIDE FULL BEARING;,Jts:2.8 3 4 5 6 71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 .. pRope .s,, - k4(311\16-4, 2 WARNINGS: GENERAL NOTES,unless otherwise noted: (/1 �-, 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 -'� .ri 2.4 P E t^ Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 777G 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 ► DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywoodsheathing(TC)requiredereshown and/or drywail(BC). Y�Il rw the overall structure is the res nsibili of the 3.2x Impact bridging or lateral bracing where shown++ M (C C/� 4.No load should be appied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q �4- uE' A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �+ .9 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2 �`A.‘ fabrication,handling,shipment and installation of components. necessary. 7.Designlaenassumes atedadequate drainage is of truss,an � 4A,. 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 III 11 11 VIII VIII VIII III IIII III TPINYiCA in BCSI,copies of which will be furnished upon request. git coincide with joint ain Ones. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 11111 111TH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF 101&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50" 0.56 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KODF 625) ICOND, 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083' 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.030' @ 3'- 7.4" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596' 'I MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. M-3x6(S) cp of Pie r,, M 0 o 1 7 O M-3x4 y y y ), 0-10 6-00 11-11-11 [PROVIDE FULL BEARING;Jts'2.7.3.4.5.6] JOB NAME : POLYGON PLAN 5-B NH - J9Spate: 0.3077 ' <.- N s61 paA� WARNINGS: GENERAL NOTES,unless otherwise noted: , ill "`. . 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 en individual CAC !Ca ,f Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper ,�Y/ 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. r' /'. 3.Additional temporary bracing to Insure stablNty during construction 2.Design assumes the top and bottom chords to be laterally braced at / P 2'o.c.end at 10'oh.respectively unless braced throughout their length by �. "' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathlnp(TC)and/or drywall(BC). ,,/+rai/at, DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p Ct /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -e, OREGON /,4/ SEW. : 5992817 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, +f, vt0 A, design Toads be applied to any component. and are for"dry condition"of use. ..' '91+' t�Q . TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14p fabrication,handling,shipment and installation of components. Designeassumes �" h1 9 P P 7. latesassumes adequate drainage is providedtruss, . n i�,,, 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 IIIIII IIIIIIVIIIIII'11111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincidenWith joint acenter Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design 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 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.3=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF g18BTR SPACED 24.0" O.C. 2-3=�-287) 142 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 3.4v -184) 79 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) CATIO C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS 23jACT353V V 6R�ACT265H 5.50" 0.56ONS SIZEN KDDFPEC625) M ,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed a 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 4rMAX HORIZ. LL DEFL = -0.004' @ 15'- 10.9' 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES �i NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00[7. system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads p in the plane of the truss only. cO 3 r M O o 1 10 i M IN I=I M M I IN I=Ill NI I__ M-3x4 ) ), 1, y 0-10 6-00 9-11-11 'PROVIDE FU BAR PROpt JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 ,<<, 0�, WARNINGS: GENERAL NOTES,unless otherwise noted: / . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual �_ . 2®.A E f Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper GGGG L 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 I+ " DATE 7/11/2014 responsibilitybuilding 9 continuous sheathing such as plywood required sheathing(TC)shown and/or drywall(BC). the overall structure is the of the designer. 3.2x Impact bridging or lateral bracing where shown++ "Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4, 4r (x design loads be applied to any component. end are for"dry condition"of use. ,<' �1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q Y 14, 2 A4 necessary. s fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 0 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 R`�"� I IIIIII VIII II II III I IIIIIIIIIIIIII III IIIIrpl/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines 9.Digits Indicate size of plate In inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50' 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4° Allowed = 0.397" 5 -v MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, 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 v in the plane of the truss only. c 3 n co cp4 0 1 6. M-3x4 J, y 1, )' 0-10 6-00 7-11-11 [PROVIDE FULL BEARINQ:Jts:2.6.3.4.5I 0 Fe JOB NAME : POLYGON PLAN 5-B NH - J7 Gcale: Q.3795 •���.GNs,� 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 Ga- !02.1 �„�r- building component Applicability of design parameters andproper `® 7 and Warnings before bradng mut bmmsnces. PD PPI nY g P .,. A"� Truss: J/ Design assumes e the top is the responsibility to 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 eft.and at 10'o.c.respectively unless braced throughout their length by " - - DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalfDC). �R DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4 4: SEQ. : 5992819 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 A_OREGON (t/ 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, L. +7 hb` A design loads be applied to any component. and are for"dry condition"g use. < '41y+ `.2° �+k-. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at as supports shown.Shim or wedge if '✓ pry. l 14 fabrication,handling,shipment end Installation of components. Design assumes f&R 9 P 7.Plates adequateated face is provided.a. r�..Rik),- 6. ` ,. 6.This design is furnished subject to the!irritations set forth by 5.Plates shall be located on both faces of truss,and placed so their center 11111111111110111111111 TPINJTCA in SCSI,copies of which will be furnished upon request. gdae with joint acenter 9.Digitssindicate size of tplateein Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19811(MiTek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-208) 105 TC LATERAL SUPPORT <= 12"OC. UON. 3.4=(-102) 46 LOADING 4.5=( -38) 18 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Snow ( C,CN,CI8,CN18 (or no prefix) LL = 25 PSF Ground Pg) 0'- 0.0' -23/ 352V -45/ 198H 5.50' 0.56 KDDF ( 625 = CompuTrus, Inc 5'- 9.2" 0/ 66V 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" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50' 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 psfl uslift at 24 "cc ssacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = -0.030" @ 2'- 11,9" Allowed = 0.397' -v MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I ' NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 v Truss designed for wind loads o in the plane of the truss only. 0 cc co D /- v 1.00111410 1.1111 .1111.°111.1 6..---. -/ 0 M-3x4 y ), y y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2.6,3.4,51 JOB NAME : POLYGON PLAN 5-B NH - J6 Sale: 0.4200 << NpN° , ore WARNINGS: GENERAL NOTES,unless otherwise noted: / R 2 C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4� 7 9 ®I PE � `. Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal C). f , - DATE: 7/11/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `� SEQ. : 5992820 oq A fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �4. A_ 4, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /�7 '� y� 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„/ .1y 14 25 �``". fabrication,handling,shipment and installation of components. necessary. �wr p .s. 7.Design assumes adequate drainage is provided. �•"'7 t-�I - IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 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 r-7 rr-li TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint Doter lines. MiTek USA,InC./CofnpuTrua Software 7.6.6(1 L)-E9. late in Inches. 10.Fori basic connector indicatets oplf ate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/3112015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3.4=( -76) 34 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50' 0.47 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Oaf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 MAX TC PANEL IL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596' MAX HORIZ. LL DEFL = -0.002' @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads 0o in the plane of the truss only. to co O� V MI o/- 1 511.-=-04 0 M-3x4 y ), )' y 0-10 6-00 3-11-11 ;r r 0 PFtOpe. JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 ���t,G N;` �'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�gg-- 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' 7,10'24011 E 'vgn' and Warnings before construction commences. building component.Applicability of design parameters and proper y Truss: J 5incorporation of component Is the responsibility of the building designer. /�/ 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by DES BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). °'x'118,. DATE. 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Lr SEQ. : 5992821 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_OREGON izi 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, Z4 4 ZO4% �+' design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © .4- 14, � necessary. t�A fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 14 fl10- 6.This design Is furnished subject to the lndtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with jointaecenter in inches.nches 9.Digitsindicate n ncdtsize off plate oIn . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625` M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net1-5 osfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' 12 4 MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3" Allowed = 0.397" MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00 MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.O, ASCE 7.10, d (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, M O," CD o'er 1 ►/ 5►� -! M-3x4 b y y y 0.10 6-00 (PROVIDE FULL BEARING:Jts:2.,3,4) 1-11-11 ROpe- JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 ��' G NE AsAm a WARNINGS: GENERAL NOTES,unless otherwise noted: �.;y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t�� .92`s E r" Truss: J4 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 responsitally of the building designer. �: ../" 3.Additional temporary bracing to Insure stabRty during construction 2.Design assumes the top and bosom chords to be laterally braced at Imo' DES. BY• BS2'o.c.and 01 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d wall BC. ,o^ �' PY her s ry ( ) �'" : ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ri (t SEQ. : + f1 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. -pr OREGON W SE Q" : 5992822 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. ` t �t 1_ design loads be applied to any component. and are for"dry condition"of use. ♦:, 4/}r d T TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility forthe 6.Design assumes fug bearing at all supports shown.Shim or wedge if Q 1 , fabrication,handling,shipment and installation of components. necessary. ' Fl 7.Plates assumes atedadequate drainagecIs of truss,a. q10- 6. `,,,, 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 IIIIII VIII VIII VIII I III VIII(III(III(IIITPIIWTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size ofiplate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-96) 68 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,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 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2' Allowed = 0.395" 5-11-11 MAX TO PANEL TL DEFL = -0.092' @ 3'- 4.8" Allowed = 0.593' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES 3 , NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v C3 c%; CO o„,- c CI 1 ►' 4► M-3x4 J., J, ), 0-1 0 'PROVIDE FULL BEARING;Jts:2,4,31 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Spate: 0.5643 wf `��R��N ., WARNINGS: GENERAL NOTES,unless otherwise noted: ((/Jt�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 4' .( L 0` E Truss:• J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,A°.4119. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -di {� �+ /1 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. -pr OREGON (4 SEQ. : 5992823 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,,, ��� A. design loads be applied to any component. and are for"dry condition"at use. 1r 2 ..�.,, TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge If Q 14, Q'' fabrication,handling,shipment and Installation of components. neessary, 7.Designlaesassumes atedadequate drainage Istrus,provided. ",' A,. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII(III IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointain Ines. Di 9.Digits indicate size offplate inches. nches. 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 11110 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 49 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 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 (GOND, 2: Design checked for net(-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 = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" f T MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -7 Design conforms to main windforce-resisting system and components and cladding criteria. ('0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads a in the plane of the truss only, 0 N O/- 4 elo o� 1 �� ��4 M-3x4 y 1, y 0-10 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 gFe �`�� GIco PNE' t A� WARNINGS: GENERAL NOTES,unless otherwise noted: Y,? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual '4� .(��w E 1.- Truss: J2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ds to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d DATE: 7/11/2014responsibilitybuilding designer. bridging rag required e(r s rywaa�ec). /% ..- it the overall structure is the res onsibili of the 3.2x Impact brid In or lateral bradn re uned where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON If/ SEQ. : 5992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .4 Zj A� h design loads be applied to any component. and are for"dry condition"of use. / '91'' b ..�„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 Y ry. fabrication,handling,shipment and installation of components. Designnece ass J1p..R 1:111.\- 6. { . 7. latesassumesadequatene n ass provided.on faces of truss,and placed so their center IIIIII ID IIIIII VIII VIII IIII IIII IIII IIII TPINJTCA in SCSI,copies of which will be furnished upon request linesdicae with joint center Ines. 9.DigitsIndicate Indicate size of platete inches. nches. 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 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-35) 40 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDOF ( 625) 1'- 10.9' -108/ 90V 0/ OH 1.50" 0.14 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDDND. 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 = 0.001' @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T T MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0,145" 12 MAX BC PANEL LL DEFL = 0.005° @ 2'- 8.6" Allowed = 0.250' MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 i '. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -,r 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=1.6, Truss designed for wind loads 0 yr in the plane of the truss only. 0 co T c./- 4 111 o� 1 �� 1101.-14 M-3x4 1, )- y 0-10 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1Scale: 0.7144 N. ' 61 WARNINGS: GENERAL NOTES,unless otherwise noted: //� I,l 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 4:7C.' a�L`, E r Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stebiGty during construction 2.Design assumes the top and bottom chords to be laterally braced at !''� , DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .moi. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + "�' - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + tr 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •p OREGON t(J SEQ. : 5992825 fasteners are complete and at no time should any loads greater than 5.Design assumes Pusses are to be used in a non-corrosive environment, L� � 0,b design loads be applied to any component. and are for"dry condition'of use. �+ rL ..�„ TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at eR supports shown.Shim or wedge It O 14, necessary. 4E'F?A`G.-' ) fabrication,handling,shipment and installation of components. 7.nDesignss 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 IIIIII II II II I III VIII VIII I III IIII IIIITPINVECA In BCSI,copies of which will be furnished upon request. git coincide with Joint center lines. 9.Digits indicate size offpplatetein inches. MITekUSA,InC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19H8(MITek) EXPIRES:12/31/2015 IIIIIEIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3. 9=(-308) 164 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4- 5=(-153) 67 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50' 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50° 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" T f MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" y DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, yl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, CD Truss designed for wind loads 0 o in the plane of the truss only. M-4x6 ootam �`I o M-3x4 ae o 9 -s , o Il M-3x4 0 p CV O "' M-3x4 M-1.5x4 N k ), 1, /, 2-03-12 2-10-08 0-09-12 ), ), ,1 1, 0-10,1, 2-05-08 y 11-06-03 y 6-00 7-11-11 (PROVIDE FULL BEARING:Jt5:2,9,4.5,61 JOB NAME POLYGON PLAN 5-6 NH - J7C Scale: 4.3025 . N 6,,, WARNINGS: GENERAL NOTES,unless otherwise noted: h/ ./. 11 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 ._JL O S E: Truss: J 7C 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. iiiie,"0.v.e.' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d DATE: 7/11/2014 responsibility 9 9bridging requiredher ) ""re0 0)' ' 'Cr the overall structure Is the res onsibili of the building designer. 3.20 Impact bid In or lateral bracing where shown++ + C C 4.No load should be appried to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �y OREGON 4, SEQ. : 5992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4,. 4.. ,lh ,t,, design loads be applied to any component. 5. and are for"dry condition"of use. 6 / rLQ TRANS I D: 403334 CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge If q i+. 1 a ..f(„ `, fabrication,handling,shipment and Installation of components. rte sessary, j�p�./31110,'� 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII VIII I III(III(III7PINJTCA in SCSI,copies of which will be furnished upon request. linescoincide with joint Ines. 9.Digits indicate size off pplatete Iinches. nches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1,15 1. 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,0. 2- 3=(- 245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289 171 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 5- 6= -101 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ( ) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE ,IN. (SPECIES) Connector plate prefix designators: SQ0'- 0.0' -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF 625)= MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net1-5 oaf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" 1 1-11 11 MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.042' @ 11'- 11.7" Allowed = 0.200° T '1 MAX TL CREEP DEFL = -0.048' @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=/.6, 0 Truss designed for wind loads m 0 v1 in the plane of the truss only. M-4x6 ECS Co M 3x4 O B� _ o m 9 �o M��Z M-3x4 M-1.5x4 �� 0 0 M-3x4 1, / 1, / 2-03-12 2-10-08 0-09-12 1' )' ,l / 0-10,, 2-05-08 , 9-06-03 y 6-00 5-11-11 !PROVIDE FULL BEARING;Jts:2,9,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6CScale: 0.3429 ��'\:°. 'S WARNINGS: GENERAL NOTES,unless otherwise noted: �-Sy. C�+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4�w .( ' r- Truss: J 6C 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 responsibllty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y�. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d rri�gg " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .I t' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON it/ SEQ. : 5992827 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, �,. ,f_OREGON. 1� �.. design loads be applied to any component. 5.CompuTrus has no control over end assumes no responsibility for the and are for"dry condition"of use. / +91.. 2 .ft,,, TRANS I D: 403334 e.Design assumes full bearing at all supports shown.Shim or wedge If O 14, ��. necessary. /14,fabrication,handling, Fi A i t-\- shipment end installation of components. 7.Design assumes adequate drainage is provided. rl 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 IIIIII VIII III I III I VIII VIII I it I'll lIIITPIMlrCA in BCSI,copies of which wiltbe furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. 10. [+ MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -69) 178 7.6=( 0) 18 BC: 2x4 KDDF @I&BTR SPACED 24,0. O.C. 2-3=(-245) 43 6.8=(-114) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3-8=(-289) 118 LOADING 4.5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) ConnectorC l8 (or no prefix) = orspuTrus, Inc 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,CN,C18,C 18 (or n Mprek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50' 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 msfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = -0,007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005' @ 5'- 2.3" '( T MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" /- -v DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 1 Design conforms to main windforce-resisting 6.00 D 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.6, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads v , oin the plane of the truss only. <:, t _ L.1.1) 4- M-4x6 M-4x6 �D C ,IN co -� 8 /- oM-3x4 M-1.5x4 o M-3x4 M-3x4 1, ), ), ), 2-03-12 2-10-08 0-09-12 1, J, y y 0-10,, 2-05-08 7-96-03 y 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-B NH - J5C sale: D.3783 �� �N '6JO 1 WARNINGS: GENERAL NOTES,unless otherwise noted: / 2 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 4w .92 s.I, E 9,„ Truss: J5C 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 rs punsibilly of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by coDATE 7/11/2014 responsibility designer. 2a Impact bridging ng such l bracias ng regheathi where n and/or drywel C), w/,,,,a.., . the overall structure is the res onsibili of the building 3.2x Impact brie i or lateral required shown++ C�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. YOREGON `,' S E Qassumes umes trusses are to be used in a non-corrosive environment, 4. v �0* A.. TRANS I D: 403334 design loads be applied to any component. 5end are for"dry condition"of use. 6 ,� t� .CompuTrus has no control over end assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge If Q " 14 2flV` fabrication,handling,shipment and installation of components. Design necessary. s p f-� 6.This design is furnished subject to the Imitations set forth by 8.Platesnshall be located assumes gon both faces drainage of truss,and placed so their center P n IV"' III II IIII VIII III I I III VIII VIII III IIIITPIiWTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.Digits Indicate size of plate In inches.MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:1 /31/2015 IIIIIII1IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C, 2.3=(-297) 65 6.8=(-138) 358 6.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3.8=(-372) 143 LOADING 4.5=(-100) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 23.7' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625 Connector plate prefix designators: 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8' Allowed = 0.339" MAX LL DEFL = 0.041' @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 T f MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19°s 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, 0 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), durationload v C Truss designed ffor owind 6loads or c;) in the plane of the truss only. 4- M-4x6 VM-3x4 m °p v MillirM-3x4 M-1.5x4o 0 O p 7 0 M-3x4 * * * * 2-03-12 2-10-08 0-09-12 * y * y 0-10* 2-05-08 5-06-03 i y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.8.4' JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: G.a266 ��<< ' NE s,,,q� WARNINGS: GENERAL NOTES,unless otherwise noted: CJ "V.n7 '- 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 tx4C! ± �® Y" Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. .e- 3.Additional temporary bracing to insure stabiRy during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e*'" Po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). ,'"f Woo DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -pr OREGON tt f SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 4� Qu t,u�A. design loads be applied to any component. Design gra for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If Q 14, �j 1;, fabrication,handling,shipment and Installation of components. necessary. /°" y 9 P Po 8.Plates assumes adequatedon draboth faze is provided. R MIA - 6.This design is furnished subject to the XrNtations set forth by 8.Plates shall be located both faces of truss,and placed so their center IIIIII VIII 11 VIII Ili VIII III IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. git coincideincwith joint ate in nche. 9.Digits indicate size of plate In inches. MiTek USA,InC./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 5.7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3-7=(-372) 226 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18er (or no g 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 loft uplift at 24 "oc soacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" I MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" 5-11-11 MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" i T f DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 v M-4x6 0 0 C7N e M-3x4 co 111111111111111111111111111111 00 o� IA o m M-3x4 M-1.5x4 o o '� 0 6 0 M-3x4 ), 1, )- ,J- 2-03-12 2-10-08 0-09-12 ; ), ,1 y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,4) JOB NAME : POLYGON PLAN 5-B NH - J3C6cale: 0.4902 �5 � pN op gi WARNINGS: GENERAL NOTES,unless otherwise noted: ,�y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4.''' ,02cl / s E r+ Truss• J3C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown C. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stalxwty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by cois the responsibility of the erector.Additional permanent bracing ofasan ( ) ",;Y; , 4, DATE: 7/11/2014 responsibilitybuilding designer. 2x Impact bridging or such l bracing goesheathing(TC)where eown drywall BC. 40 the overall structure is the of the 3.2x Impact brid i lateral required where shown++ ,(t- c� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , OREGON /1f S should any loadsG 4 greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , Nb, A\ design loads be applied to any component. and are for"dry condition"of use. / 'Q 1< 2�e�t+� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14V r fabrication,handling,shipment and Installation of components. necessary. 7.Plates assumes adequated drainage Is truss,aL�.. 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 (IIIII II I 1111 III I MI ling IIIIIIII TPINVTCA In BCS(,copies of which will be furnished upon request. it coincidentwith joint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,InC./COmpuTfus Software+7,6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 42 2.6=(-46) 123 6.5=) O) 18 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-188) 24 5.7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3.4=( -22) 28 3.7=(-198) 79 LOADING IC 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for netl-5 psfl uplift at 24 "oc saacing.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 = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.005" @ 2'- 3.8' Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226' MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004' @ 5'- 2.3" 1' T MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00(7 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 j Truss designed for wind loads co o in the plane of the truss only. Tr o c:, OoM-3x4 .1---- 11111111111111161111 ci, �� M 3x4 o M-1 .5x4 / 0 M-3x4 0 y y y 1, 2-03-12 2-10-08 0-09-12 . y > y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,0I JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 ��,�4g�GP O e,. WARNINGS: GENERAL NOTES,unless otherwise noted: jCJ I- 7 1.Budder 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:t.. ,'!j° $,2 . E r"^ Truss: J 2C 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 responsibiily of the building designer. 3.Additional temporary bracing to Insure stability during construction 411110111 2•Design assumes the top and bottom chords to be laterally braced at 2'ac.and at 10'o,c.respectively unless braced throughout their length by ,�r�. DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheatNn C and/or d 11 C. Aiwq: 4,�" DATE: 7/11/2014 eft s m�°� ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A ft 4.No load should be eppied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON tri SEQ. : 5992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, L. .�7 kik A, design loads be applied to any component. and are for"dry condieon"of use. / 1}'• .Q -.1(.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge If © 14, t1y. necessary. /� F R I GL' 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 IIIIII IIII'III I III I(IIII(IIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint center Ines. 9.Digits Indicate size offplate in inches. MiTek USA,InC./ConlpUTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2s( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-68) 30 TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) Connectorplate prefix designators: 1'- 9.2' -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625 P 9 LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 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 osf) 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 = 0.001" @ 0'--10.0" Allowed = 0.083° I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' sii 6.00 I/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES '1 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. o '0 o� 1 2imagam 4 M-3x4 ), Jy y 0-10 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2.4,31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 sr ��,�.`Rt'G GINE .0. WARNINGS: GENERAL NOTES,unless otherwise noted: "! 1,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �w •C�®0 E ce-+ Truss: ASJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper GG 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. ,y+ 3.Additional temporary bracing to insure stadlty during construction 2.Design assumes the top and bottom chords to be laterally braced at '" DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byco989410111' DATE" 7/11/2014 h g 2s Impact ridginsheatg orng such as bracing squired ng(TC)and/or drywall(BC). MW - the overall structure is the responsibility of the buildingdesigner. 3.2x Im act bdd In or lateral required where shown++ it. 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 1. 1R k� design loads be applied to any component. and are for"dry condition"of use. / ,� 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O - 14, 'Z �P`�- fabrication,handling,shipment and installation of components. Dnesign assumescessary. dl R A` 6.This design is furnished subject to the limitations set forth 7.Plates adequateatedon drainage isprovided.truss, °YJ 1111111111111111111 g by 8.Plates shall be located both faces of t uss,and placed so their center TPIMlICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 1EIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF 441&BTR SPACED 24.0" O.C. 2.3=(-45) 15 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 436 5.50" 0.42 KDDF ( 625) % 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 ssfl uplift at 24 "Sc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1' Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 6.00 I/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. �' o rs o/ o ,/- 1#1irli --/ M-3x4 1, - y 0-10 2-00 (PROVIDE FULL BEARING'Jts:2 4.3) JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0,7139 'c'.3. 4,GNE -, WARNINGS: GENERAL NOTES,unless otherwise noted: 4 -9 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 4t : 0$ E r building component Applicability of design parameters and proper Truss: ASJ1 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le tis by - - DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalllC). ,,,i' ar DATE. 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON ' SEQ. : 5992833 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. 4 Q` A 4 design loads be applied to any component. and are for"dry condition"of use. / '9}+ 2- /-. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If © 14, necessary. l(.' L V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R l�,,, 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 IIIIII III I VIII II I VIII VIII VIII(III(IIITPINVTCA in SCSI,copies of which will be furnished upon request. 9.(ines Digits indicate sizejof plate inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015