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Plans (83) not MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-89_U P Fax 916/676-1909 5A 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:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � , t3PRQ o �� ti GIN E9 2 -17 S7$ '2PE -7 '0i;OREGON q9 'P� �'1BER 1'�, ,� Cis A. HP 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. MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A 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:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 0ynONTO 0% p4 WAS' voN I, 49639 Grs.1 ebe` ON ALO 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 5A R41832507 PL14-89_UP F01 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 15:38:54 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU? I 2-6-0 I I 2-2-9 I I 1-2-0 II 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 e N r / _ aB _\ ee a .1.11.1.1.1.111.11.11.111. _ e o 13 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-1 114-9 I 9-11-9 l511f1 111-3-1 II 16-4-12 I 9-11-9 0.yy-8 0.7-0 5-0.3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8.Edael,f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 lncr 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. SrONIO 7,_ TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 ` WASI/IAA fid<h�� BOT CHORD 12-13=0/1520,11 12=0/2805,10-11=0/2532,9-10=0/1515 007 01 SI/I 'r 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 {Ji i, 0 NOTESf.. h., 1. ttl 1)Unbalanced floor live loads have been considered for this design. f fi3 2)Refer to girder(s)for truss to truss connections. - 4r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f 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 l ¢04.2� 9 GGG,`. be attached to walls at their outer ends or restrained by other means. (0 tor$ LOAD CASE(S) Standard 4'10141A1: � %.c) OPROFR' Fs�4.- c.. - �i�IFs/ ma. v0 � 87022P r- - ' 4 CV • y '0,, OR GON q, 41 ''P , O BER #\ �Q CSS A. HE �� EXPIRES:06/30/2015 April 22,2014 0 i ®COMM-Ye€;/rdesignpurvmears.uisdREAP PINES O4THIS AM MIMED KPIEK REFERENCE PAGE KPI7413mc1/20/291UAMIE 1/SE on.. 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.Brocing 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/TPI1 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 Sasatlerrt Pint fSP1 isussben is specified,thee:esrgnr utts,res arethese effective O6/O3/20131syAtSC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(aptional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ 1 2-6-0 I I 2-0-11 H I 1-2-0 ii 1-0-9 1 Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 �i e e e ��``_%.440014044404404404 _ e o e e ee o 1 Au. 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 1 9-9-11 9-1113 111-1-3 ii 14-10-12 9-9-11 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoe),f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:66 lb FT=0%F,0%E ir 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=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,.gT ONTO lib TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-1912/0,5-6=-1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11 12=0/2319,10-11=0/1912,9-10=0/1371 Q' }1J � WEBS 6-10=-418/0,2-13=-1467/0,2-12=0/844,4-11=-536/22,7-9=-1480/0,7-10=0/810tir y, 0 Z NOTES 45, � =- �,t 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 1ti 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 1. /7r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-lOd(0.131"X 3")nails. Strongbacks to ''d 4V be attached to walls at their outer ends or restrained by other means. 49639 LOAD CASE(S) StandardOrsi—E0v 4) S ONAL 1 �� NGI NEE. /p 87022PE r• / ti l CV 7 �-0j,°REGO iii") 4ti `9 A. HRS EXPIRES:06/30/2015 April 22,2014 4 MIS —_ A ,h1"a-ilea),design rararamB±a�ar.d READ f40T£S CM Tit.,,AND fYd:I[f€Q 1417€:1 4t€€€fi€N�MD Ha:473 se s i!Z�/2APd BEt:4Et1� mi Design valid for use only with MTek connectors.The 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 a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrrfy 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/1911 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 He' sf5 Pine(sp;lum is €led,tz�.esigeval those asttsreO6/ 2ry Osl2o1yALSC gbu,cA,95s10 Job Truss Truss Type Qty Ply 5A R41832509 PL14-89 UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfixcvUWYbsw6pZcG0fs?czOQTz I 2-6-0 I I 2-5-1 II 1-2-0 I I 2-4-11 I 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 0 A e e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10139 111-5-9 I 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edeel.111:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .VONIO i TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538C5C7 �V WASE y, 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 (t * Q IA, NOTES +2ik, . `Z Itl 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 tor be attached to walls at their outer ends or restrained by other means. ti49639 LOAD CASE(S) Standard 9,0 4'ISTV- ONAL 4‘cc ‘,,,..0 PROFe 8 • 2PE 1 y fi'j, OREGO fzc'O Cb E3EB `9 A. HE# EXPIRES:06/30/2015 April 22,2014 A A MOM VVr,-Fpdes*parameters and REM PPMOV'MIS AU I!X_3.tr?`EMIT£PREFERENCE WEMIT 7473rec1/i5/2614BE?REUSE _ , Design valid for use only with Mild,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 '��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AA fabrication.quality control storage,delivery,erection and bracing,consult ANSI/IPIl Quality Criteria,05B-89,and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA,95610 if Southern Pine tSPil turrlser is spatified,the designs velums are these-effeetive f15¢O1f2O1.3 tsyAt:SC Job Truss Truss Type Oty Ply 5A R41832510 PL14-89_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Tress Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXIUYJg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I 1 1-4-11 II 1-2-0 II 1-0-9 I 2-6-0 Scale e 1:31.6 1.5x3 I I 3x6= 1.5x3 II 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 _.N.. _ , _,,, 00 A 444411ar l'' N e - e e 10 15 14 13 12 11 3x4= 3x8= 3x5= 3x4 = 4x4 = 3x4= 14-3-11 I 13-1-11 t3-8-1 ii 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,Edael.113:0-1-8,Edael LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) l/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 Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01 ONTO 44. TOP CHORD 2-3=-263510,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7 8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 �04'�0 WAN, WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=-860/0 .1* NOTES 1 t'3 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "b0 49639 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 Q.+ .4?„ 4964v be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard S'�0NAL G C 4.!(--NGtN 9 si�y. w 87022P �se „ t cv "pisOR GON tf)'11 £ O ' 'ER On 0:1/4‘4. & H � EXPIRES:06/30/2015 April 22,2014 8 9 ®WARNIM-Verify design pxramaltr3 xxd READ N21 S O#TNIS AN9 f/saIXED 141TE!f AEFERE EE PAGE HIE 7473 an 1/29 PMIIIEd!??°)<9EtISE 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 responsibillity of the A#�TQt„* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY[ 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Cr feria,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 ifSou1isa u:•rn Pine lumber is recdie4,thedeur&e vetoes are.etfass e#eetri*f16/01/10i.3 toy ALSO Q Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzOQTx 1 1-3-0 1 1 1-1-1 11 1-2-0 II 2-4-15 I 280 1 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 e ry � 'N: rNrNer -Ner - ° / e Ica ca e- 26 25 24 23 22 21 20 19 18 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5 = 3x5 VVB= 15-7-9 I 14-5-9 5-0-9 20-9-8 I 14-5-9 7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edael,118:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 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 Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 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. rONIO TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10= 495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, o' 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, �A X;1' � -4 ' 19-20=0/3519,18-19=0/3519,17-18=0/1990 i 4-' � tr} 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, co "F ,� N 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 irr NOTES rdtaa `A© 4, 49639 Ltt 1)Unbalanced floor live loads have been considered for this design. , +IST 2)All plates are 1.5x3 MT20 unless otherwise indicated. est'ONAL' 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. to P R 04-.0 LOAD CASE(S) Standard �_"E �NGI�E R lfl. w �' 879 2PE /�'� yfi-"0j OREGO t?© 40 -"0,,x OREGO dS k HEMA EXPIRES:0673012015 April 22,2014 4 1 AKAMM3-Verity design parameters mel READ 5C7ESOs/I7HISAMMIMED HITEKREFERE7C€PAGEMP77473me1/23/26168E,e5EUSE ........ 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 responsibillity of the ■�y�� +. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i5t6 fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/T911 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 ISP)handierigspecified,cr design,afro are. e:�kece/OS/ 1.5 by ALkC Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP FO6 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 15:38:59 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY678C1 UJJY2y_uWcxzOQTw I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 111 II 0 N k IIIin tri PK 1 5 '/ 4 /' • 3x4= 3x4=t1-8 1 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. z0N10 NOTES WAS 1)Refer to girder(s)for truss to truss connections. d 01i'lj,� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. C1 ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �q .� r ')� ti 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 ;q r N be attached to walls at their outer ends or restrained by other means. f 4 LOAD CASE(S) Standard r 6 4939 44 GIS 1ONALa ' itiR ➢ PRQp - 870221E 91- 1 Nt y SOREGO ri,� 4 0 �'18ER 4t e Q QS A. He ilk SA EXPIRES:06/30/2015 April 22,2014 ®WARN1 S Verity,deign parame srs a:£s ,4 IC TES O:4 MIS AM MUM€4 MTT,K REFERENCE A4SE Ma 7473 m 1,12O%20i4iiSE Design valid for use only with MTek 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 a��r� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cdfeda,DSB-89 and SCSI Betiding 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,Prism OPT Sambas is specified,the design*Mum Anthem effective 06/01,/2013 by ALSc Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 II 1-4-9 I 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x5= 1.5x3 II 1 2 3x8 3 4 5 6 7 8 9 10 11 e \ N !O- e / �- O.1/,- N 19 ' 17 16 15 14 13 e 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-914 17-5-4 I 1-10-12 0-128 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edge1,18:0-1-8,Edoel.113:0-1-8,Edge1,f19:Edge,0-1-81 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid 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 Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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) .,*ION1O �,1�,, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. "+ s, 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, oJ �YAjj 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, Y` , r Q 1213=0/909 WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, ("� 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 thr, NOTES 4,,,,41.963 9,0 1)Unbalanced floor live loads have been considered for this design. Cj li' CGIS y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. sio .00 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. �} P ROpe The design/selection of such connection device(s)is the responsibility of others. s 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �Cj� GiNE.k9 s/ LOAD CASE(S) Standard 1s 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 f Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(lb)0cv Vert:1=-304(F) 7 y ��OREGO ti?©4t' 0 4,43ER i � A. HES EXPIRES:06/30/2015 April 22,2014 i ®IWARNIMS-Way detfgnpasaulerssifdREAD ISA TES OttTHIS AND INCIIPZEDHITESREFE:RENCEIto MIT 7473rec1129/20188 E1/SE MI 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 control,storage,delivery.erection and bracing,consult ANSI/7I1 Quailly Crtteda,059-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informailon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Seerkhere Piat)SP)(umber is weackfiest,the'design vetoes arethese effetekive 06/09/2.0i.3 ley A SC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89_UP 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 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDB WSSGDJ6JzBSbchgnApLQINdhpzOQTu I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 a --\ e .,- \\ 0 N --- \ e e e e3x4= 1Ci y 8 3x4= 3x4= 3x4= I 3-1-2 3^;;-1�Q 3-9-10 1 4-4-10 416-$ 8-6-8 I 31-2 0-1- 0-7-0 0-7-0 0-1-9 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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. y*VONIo TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 1, BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 & o'� Sjjj `7j.WAf WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 C ' Q NOTES `4- r " ', 1)Unbalanced floor live loads have been considered for this design. t 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i?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 ":01 49639 $ be attached to walls at their outer ends or restrained by other means. c 'cis ' LOAD CASE(S) Standard 4'0NALCS �,i` ° PRA., ,�\\ � GtiNEF/9 -. 8 • 2PE r co 04 g.7 '0),OREGO c ZU 'Ss0 `c'1&EEI o\• ' S9 & H R P EXPIRES:06/30/2015 April 22,2014 3 f A WARN MS-Veal*design paraale€ers and READ MIS OMT ES AND DOMED MIT€If R€F€R€Pa PAGE mu 7473 rex 1j29/2014 BEMUSE . �' 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 Bj - .Qk" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BVK�I R fabrication,quality control storage,delivery.erection and bracing,consult ANSI/TPII Qualify Criteria,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 flSautbtrn.Wine(SP)tr.nntser is specified,thee:exign:values are these effective 06/09/2013 byALSC Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP 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 15:39:02 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-feg8epO60_N4pglepwgLrAjdNO2oWFDVey6ADGzOQTt I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 1 Scale:1"=1' 11.5x3 I I 2 354 = 31.5x3 II 4 3x4= 51.5x3 II • ----\ N N -). 1.5x3 II 9 8 6 7 354= 3x4= 3x4= I 3-0-14 3-2-Fj 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgef,f8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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/TP12007 (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 (lb)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. ,. ONI© 14' TOP CHORD 2-3=-362/0,3-4=-362/0 {3, BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 g a WAST `7j" WEBS 2-9=-456/0,4-6=-424/0 Q NOTES 4,, c . fit,. N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4 ( 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 44' 49639 4, 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 r'j '' = 9 be attached to walls at their outer ends or restrained by other means. � IS t n LOAD CASE(S) Standard 4uNAL' G �� D PR ROpFco ss GIN v 870 2PE x" cp h y "oj, OREGON rZ:' 4.4/4 �0©FIBER 1\ P�� A. HeR EXPIRES:06/30/2015 April 22,2014 $ f A C4ARf1I,M"x.V&fr design;;araax<0irs u nd REAS PC TEE CH OESAK MUSED MITEK,8EFEREME PADA Ma 1413 mt.1/25/20149NOREg 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 Mil a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the ��Te + 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/1911 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalon available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 11Sam-here gine(Si)lumber ts speetfied,rhe dfesign:values unegime effective c6Fe1/201.3 by MSC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 TWOS Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszXlUYfeg8epO60 N4pglepwgLrAjc201vWd_Vey6ADGzOQTt I 2-6-0 1 0-5-10 1 1 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 II 1 2 3 4 5 6 0 N N r \-1 e : 1* g e 8 e 3x4= 3x4—3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 466-8 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edael.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18rBtr(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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10 TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 Y, BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 OV*A SIN WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 C �*-J E 0 NOTES r? ( i 1., t 1)Unbalanced floor live loads have been considered for this design. -II', N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. r t4 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 to49639` ' be attached to walls at their outer ends or restrained by other means. Q11 40IS'i' LOAD CASE(S) Standard � NA3. � 8 • 2PkJ E 1- yNN 'Qj,.OREGO 2ikr A. He EXPIRES:06/30/2015 April 22,2014 i i A&PPM Near design paarnetors sad TREAD! IES ON MS AND MOM HMI(REFERENCE PAM 1/Il 7473 rel..112512614 BEcOREUSE .. �•• 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 'F is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of themiTeRn erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding B fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPD Quality Criteria,DSB-89 and BCSI Building Component nn Greenback Lane,Suite 109 Safety Intormalion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pirse fSP}lumber is spaded.,the %e dema are those VOS/2013 by A SC Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP F12 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 15:39:03 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-8gNWr9PknHVxQgcqNdLaOOGj6PFoF_VetcsklizOQTs 2-6-0 I I 2-35 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 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 --[ .00000000000iiii e e e _ • : 9 -' e e 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-113 11-3-131 I 16-5-8 I 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edgel,(11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 IBC2012/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(lb)or less except when shown. 1,,,,\40N10 44, TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 0% �V WAS y, WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 4' to ' NOTES Y' iO*xd,1)Unbalanced floor live loads have been considered for this design. i1,a, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 1tat t"3 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 +b 4r` be attached to walls at their outer ends or restrained by other means. (? � � LOAD CASE(S) Standard .$wiNTALV � tti9, O cP R 04, <c, ' "*-9 /moi `x' 870 2PE 7 'Cis OREGO, a.OLry as A. HER EXPIRES:06/30/2015 April 22,2014 + t A WARNING.Vextydestga paramc ers and READ DOTES ON THIS Ale IICI(1155I IE(REFERENer DADE/1111473 ex 1/i5/25s4REDREW Design valid for use only with MiTek connectors.Thu design is based only upon parameters shown,and is for an individual building component. �e Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIMI 1 fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/Till Qua81y Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety informaion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthern Pine(SF)lumber is/4'ccrflad,the design V2 itlinave these effective 06€4701201.3 by AtSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-cOxu3V PNYbdo2_B1 xLspxbpq?pYt_Q1 n6GbHH8zOQTr I 2-3-0 1 1-4-11 II 1-2-0 II 1-2-5 1 2-6-0 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o la N ! dXp 11tg 15 14 13 12 TT 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 113$-111 1 18-3-0 I 13.1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(XX): 112:0-1-8,Edeel,(13:0-1-8,Edeel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 lncr 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 (Ib/size) 16=797/04.4 (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. 01ONIO 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 0C7 0' WAS 'f 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, {' �i, 6-13=-853/0 1 >, '. 1. NOTES til 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ier 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 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 9rts. 4'013m be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard a 87O22P, 9f y�0i OR GON rt, A/ 0 13EF31 `� A. Ner, EXPIRES:06/30/2015 April 22,2014 1 A ®WARN! -ado&lipYaamemrsandREADt 7 SONTHISAM7+ L/`£{)i EI(REFERENCE PAGE ffTT7473rez.1;28/2010 7.HE835 Design valid for use only with Mirek 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 M . erector.Additional permanent bracing of the overall structure is the responsibility of the buildingeek' designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safely Inlormadon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Samitiera Psse ISPIl. sbax Is sptarified,the ntuu ge values areas encs elective 06/05/201.5 byALSC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 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 15:39:04 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXlUYcOxu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zOQTr I 4-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 e e e IN e IL 1- 11 10 9ak 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 6-2-9 1 8-9-9 1 9-4-9 1 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(XX): f6:0-1-8,Eduel,110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 IBC2012/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. y'ONIO 44, 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 47 AS 4 Q d W WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 (i3 �'C fly, 0 NOTES ( k�- O 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,jr 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 49639 4 be attached to walls at their outer ends or restrained by other means. rs Tats 4'1 LOAD CASE(S) Standard S)ONAL „EQ PROFFs ,pct A NLS A `r/0-9 870 2PE to cv - - OREGO ti004 I./ �41BER 1� S A He 1,&%?.. EXPIRES:46130/2015 April 22,2014 it A wismahti Verify delign rarameers a rf/0?tD IC TES ON THIS AND W2LOED 1477EK REFERENCE AGE Ml!7473 re c 0512014 WORE l/SE 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 �■�I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the T pi�* erector.Additional permanent bracing of the overall structure is the responsibility of the buildingIWl ding designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,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 Phut ISM hurdler it.spetifiett.the'design na£ues ate those 01/O3/26f1.3 byA SC Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1UY-YP3frBRd4CtWHIKP2mvH00uKrdQGRS_47a4OM1zOQTp I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 • 0 N ) ' ,, , A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 ,01ONTU, NOTES &GJ O' WAStt r 1)Refer to girder(s)for truss to truss connections. - [i •C;, 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , 1�• y * 0 16 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 k"' t7/ be attached to walls at their outer ends or restrained by other means. N 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. r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "d� 49639 47 LOAD CASE(S) Standard Q��(aISTE� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S OtYAL 0 Uniform Loads(plf) Vert:4-5=10,1-3=100 •• Concentrated Loads(Ib) Vert:2=-188(F) {0;� PRO, 87022P, of i 'CV - '0j,.OR GON (f)uC BERT ©s A. Hex- . � EXPIRES:06/30/2015 April 22,2014 t I AWASMN3-ye/'dvo/pnpa;ameerssod READ 14DI SON7HISIiM 1M100E0WPC REFERENCE ifiG:FM.111473tec1/ITJ/2810WORE f1SE ^ Design valid for use only with Milek 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 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quallly 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 Arra OP)turrmtrmtrapezia/rat rism v stgnsr are Ithaca ant**s Q212013r ntisc Job Truss Truss Type Qty Ply 5A R41032521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-4CVHGrQ?Jvlfg8IDV202TpL6KD22izQxKwLrgbzOQTq 1 1-6-0 1 1-5-10 1 1-2-0 I I 1-4-14 I 2-6-0 1 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5X3 I I 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0G N lV Xe e 'Id / 9 6 e e3x4= /X\ 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-410 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,Edpe),19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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!nor NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (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. 01ONIo TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 ocV 01 WASE , WEBS 2-10=-804/0,2-9=0/327,5 7=-833/0,5-8=0/303 C NOTESA 11,4 I/ n%, /, 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. V 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 ''a49639 'k' be attached to walls at their outer ends or restrained by other means. ° 41.4`0 Q S1 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. �'e, + 15TE The design/selection of such connection device(s)is the responsibility of others. ASS140 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 �{G 0) PROp1,s Uniform Loads(plf) Q‘ 4 Vert:7-10=-8,1-6=-80 Ca Concentrated Loads(Ib) ., ��yCaI IVEFR / Vert:11=-169(6) m"3" 87022PE 1' / 0,1 9S REGO I,40 Ct SOABER HER# EXPIRES:06/30/2015 April 22,2014 ' m ®FSA,Wt 1-4'eifg flair paraamgers arrd READ ETES ON THIS AM I='Rit ED N.T€K RE€ERE/Ia PAGE 141E 7473 re r.1125/2014B OitELSE MIM• Nil Design valid for use only with MiTek connectors.This design Is based onlyupon parameters shown,and is for an individual building component. �x 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;derrvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D51-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Satefy Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 fySouthern Ptrse(A aumtaer is tatecifted,the design values are Vaasa effective 06/O3/201.3 byA.LSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 or Personal shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /q I (Drawings not to scale) Damagel In offsets are indicated. Injury MEIDimensions are in ft-in-sixteenths. ii4 Apply plates to both sides of truss 1 2 3 1. Aaditlo al stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagon I or X-bracing,is always required. See BCSI. 2. TrVss bracing must be designed by an engineer.For 0 1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 0 p bracing should be considered. flEff 3. Never exceed the design loading shown and never F � U o_ rlia t 1 O stack materials on inadequately braced trusses. ILIIIIPAI Pnovide copies of his truss design to the builng For 4 x 2 orientation,locate O C7-8 C6-7cs6 4 designer,erectiontsupervisorr,property ownedrland plates 0 ''i ' from outside BOTTOM CHORDS al 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 ani 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. connectorlates. THE LEFT. P 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. allnoUnlesstherwise noted,moisture of lumber exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. UkI6ss xpressly noted,this design is not applicable for u e wit PLATE SIZE ICC ES Reports: fire retardant,preservative treated,or green lumber. The first dimension is the plate 10. b r is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 r sons bility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 c be for dead load deflection. the length parallel to slots. 11.Pae ty e,size,orientation and location dimensions • i dicat d 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 b symbol shown and/or SYP represents values as published specified. �i Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the 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. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tE111 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ►� 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with Idi project engineer before use. Industry Standards: 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 is not sufficient. DSB-89: Design Standard for Bracing. e 0 BCSI: Building Component Safety Information, MTa 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 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIMITCA 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). 6. r,- Gtr ' "' $$ ��: _. (4:41, lat ii � v (4" till It",, I ,r,,, .41....:44,,, 411"0.)", N,,,,,, t' lb /S1 0I: IiJS+ rli+x,13 VIM IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WA/DDF/C =1.00 , IC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.10=(-799) 2686 3-10=(-300) 336 BC: 2x4 ODE #18,BTR WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 3- 4= -2885) 1241 11- 12= (-258 ( 1671-562) 2250 10-4-11=(-736) 629 1 574 2x4 DF STAND A LOADING 4- 5= -2255 1147 12-13=(-597) 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -22551 1147 13- 8=(-834 ( 2444 5-12= -460 1077 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrue, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEADLOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) ICOND. 2: Design checked for net1-5 nsfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0,0" Allowed = 0.200" MAX IL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0° Allowed = 2.144" MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9,5" Allowed = 0.267" I MAX HORIZ. LL DEFL = 0.076' @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does T T T f f f not exceed 19% at time of manufacture. 1212 Design conforms to main windforce-resisting 7.00 M-4x6 Q 7 DD system and components and cladding criteria. 4.0' Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 46( • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;\ load duration factor=l.6, M-5x8CS) Truss designed for wind loads in the plane of the truss only. 025 M-5x8(S) 0.25" v / °4 M-1.5x37 / /\km-1.5x3 4 ,- \0 ` A MM MM - A "n Lo 2 10 11 T l� 138 - M-3x8 M-3x4 0,25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) - y 1, 1, , y y J, y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y 1 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 p PR Oi�r JOB NAME : 5-A POLYGON NH - B2 Scale: 0.1445 �Gj GIN�,1 'Sim WARNINGS: j GENERAL NOTES,unless otherwise noted: CI.) �5/2 hI t' ''- '"Tru1.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 .72 11PG 1-- Truss: ss: B2 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 b acing tollnsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erectdr.Additionalpermanent bracingof 2'o.c.and at 10'cc.respectively unless braced throughout their length by P KY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '. DATE: 8/22/2014 the overall structure is the reepOnsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! CC 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. ^� a �BEtON ((f SEQ. : 6037152 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 f�i �1k design loads be applied to any component. and are for"dry condition"of use. ,/ �IY Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If Q. 14 1- �V.0 fabrication,handling,shipment and installation of components. necessary.sg 9 P Po 7.Design assumes adequate drainage is provided. lief tLtp„ 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 1111111111111111111 TPINJfCA In BCSI,copies of which will be furnished upon request. git coincidenctwith Joint tecenter 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:12/31/201 iIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/ODF/C =1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF #1&BTR SPACED 24,0" 0.C. 2- 3=1.2998) 1127 9.10=(-607) 2217 9- 4=(-234) 630 WEBS: 2x4 KDDF STAND; 3. 4= -2865) 1232 10.11=(-267) 1637 4.10=(-737) 574 2x4 DF STAND A LOADING 4- 5= -2234) 1138 11-12.(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229 114 12- 8=)-829) 2355 5.11=)-450 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794) 1278 11. 6= -713 566 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595) 713 6.12= -258) 552 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-240) 354 pBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18Connecto,,CN18te(or rno1prefix)) = CompuTrus, Inc LIVE OLOAD OAT LOCATION(S) SPECIFIED LBYIIBC STORAGE1 . LOINS 0.0" -380/REAC2064V -302/TIONS ACT 3168 5IONS .50" 3.30ZE N KDDFPEC625S M,M2OHS,M18HS,M16 = MiTek M7 series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2° -281/ 1855V 0/ OH 5.50" 2.97 KDDF ) 625) JT 2: Heel to plate corner = 2.25" III r '.r r , ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.163" @ 17'- 11.0' Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0' Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 Design conforms to main windforce-resisting 1,_____ 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. T T '' f T '' Wind: 140 mph h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 V M 4X6 7.00 load duration factor=1.6, 5 4.0" inuss thedesiplaneed offor thewind trussoads only. n M-5x8(5) 1 M-5x8(S) 0.25" 0.25" ul 4:' a'O O +: O) M-1.5x3 'M-3x5 3 } M-1.5x3 st o co 0 cz, A 2 � 9 too 4it 12 B** o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 o M-5x8(S) M-5x8(S) y ), 1, ), ), y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 <0' PROre SS Scale: 0.1411 CI- /27 /0Z WARNINGS: GENERAL NOTES,unless otherwise noted: 4'L r 7C' "',y7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' 7 C9 /`P t` ('" Truss: B1 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: EE 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)end/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ (r' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. OREGON 44/' SE Q. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L„ design bads be appied to any component 5.Compoirus has no control over and assumes no responsibility for the .and are for"dry condition"of use. 6Design assumes full bearing at all supports shown.Shim or wedge if -7 4/ r�(�R ..}A' TRANS I D: 406556 , �� necessary. /�,� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4'` F4 3 y LA„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 11111 I I III VIII I III VIII 111 Ell 11111111 III) TPI VVECA in BCSI,copies of which will be famished upon request. git coincideiictwith joint tecenter lines. 9.Digits indicate size of plate in inches. n 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 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11=(-1431) 2572 3.11=) -152) 192 15-10=(-182) 108 BC: 2x4 KDDF #183TR WEBS: 2x4 KDDF STAND; SPACED 24.0' O.C. 3- 4=(-28752- ` 987 12.13=1.1034 992 ` 11-2429 2330 4-12.( -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14= -850 2024 12- 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15=( -541` 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9. -1563) 594 8-14= -966) 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9= -329 1300 9-15=(-2078 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625 OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625` M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 aft uplift at 24 "oc spacing.] vertical members (uon). 0 D Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" JT 2: Heel to plate corner = 2.25' MAX TL CREEP DEFL = -0.296° @ 22'- 6.6° Allowed = 2.840" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" 0.04-15 NOTE:Design assumes moisture content does 'far not exceed 19% at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. T T 'f ' 'f- T T 1' T Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-09-12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.�, /- T I T Truss designed for wind loads 12 in the plane of the truss only. 7.00 L7 M-4 6 M-5x6(S) M-3x40 25" =M-4x4 M-1.5x3 M-5x6(S) I r 7 ) 9 aO 0.25" / v v 0 ca r M-1.5x3 � ' + +1 0 + o) 0 • 1 2� 11 1�', 13 10 'f (4 15* M 3x8 M-3x4 &25' M 3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y y y 1, y y y , 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH3 ,•' q pRo Scale: 0.1504 451 � i2 !! �{) WARNINGS: GENERAL NOTES,unless otherwise noted: 'GCCCQ��J i I` -yy 1.Builder and erection co,'J1,'ractor 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 PE t' Truss: AH3 and Warnings before cohstructio)commences, building component.Applicability of design parameters and proper 2.204 compression web b ring most be installed where shown., incorporation of component Is the responsibility of the building designer. 3.Additional temporary br ting t0 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of eregto.Additional permanent bracing of continuous sheaths such as ! � . ng plywoodrequired when Cs .i drywall(BC). /'/r 0,116. DATE: 8/22/2014 the overall structure Is t a responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -SyOREGON (v S E Q 4,,, : 6037154 fasteners are complete and at nu time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4j �0' As design loads be appCed to any component. and are for"dry condition"of use. / $.. Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / 1 4 '- �ic,., fabrication,handling,shipment and Installation of components. Designeessary. T' 7. latesassumes coed on iodrn faces of truss,and placed so their center `1 rl 11111111111111111111TPINVECA in BCSI,copies of which will be famished upon request. Digit coincide with jointfplate atecenterinches.M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For oibasiiciconnecttoroplatetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1,15 I. 2=( 0) 114 2-11=(-1431) 2572 3.11=( -152) 192 15.10=(-182) 108 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3.(-3025) 992 11-12= -1288 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3. 4=1.2875) 987 12-13= -1034) 2330 4-12=( -445) 367 2x4 DF STAND A; LOADING 4. 5= -2453) 910 13-14= -850 2024 12. 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= O) 0 14-15= -541) 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10,0 PSF 5. 7= -2076) 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241) 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-1563) 594 8.14=( -966) 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625 OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625` Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc to r I t M,M2OHS,MI8HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, T(.=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" JT 2: Heel to plate corner 2.25" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6,6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8' MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '1' '1' '1' TT 1' T I '1' (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 15-09-12 Truss designed for wind loads f .1 in the plane of the truss only. 12 M-5x6(S) M-4x6 7.001/ M-5x6 S 56 M-3x4 B25" =M 9x4 M-1.5x3 x3 ( ) / 5r A A 0.25" 00070 ! jI 1\••I 2 11 2 M, a ta* p M-3x8 M-3x4 10.25" M 3x4 0,25 � =M-4x4 M-5x8(S) M-5x8(S) y ,1 y > y y y , 7-11 7-06 9-05-08 9-03-12 9-04 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 ••(�, n PROF ss Scale: 0.1504v,GJ /GAIT WARNINGS: GENERAL NOTES,unless otherwise noted: L�/f 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 4t 7,92®SPE 1- Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper .v^ /Y 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. l/ 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY' EE2'o.c.and at 10'o.c.respectively unless braced throughout their length bydompip is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d �+ DATE: 8/22/2014 responsibilitybuilding designer. Impactbridging q 9(r s rywall(BC). ',WISP t' the overall structure is the res nsibili of the 3.2x brid in or lateral bracingrequired 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 (v SEQ. : 6037155 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, if Nt4 A.. design loads be applied to any component. and are for"dry condition"of use. /,�1 q},. (j TRANS I D: 406556 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 �Q;E fabrication,handing,shipment and installation of components. necessary. S' 7.Design assumes adequate drainage is provided. ARO,' ` �„ 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 r1 IIIIII VIII VIII I II IIII VIII(IIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. 9.Digit cndcat with jofnp�t ate In Inche. 10.For basic MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E �ts iiconnector oplatedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 114 2-11= -1639) 4875 11- 3=( 0) 300 9.16=(-4391) 1805 2x4 OF 2400F T1 2- 3=(-5879) 1836 11-12= -1642) 4872 3-12= -366) 286 16-10=) -342) 255 BC: 2x6 KDDF #1&8TR LOADING 3- 4.(-5549) 1990 12-13= -2387 5968 12- 4= -428 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5= 0 0 13.14= -2428) 5968 12- 6= -1761 953 2x6 KDDF #2 A; TC UNIF LLI 50,0I+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6= -4731 1764 14.15=I-2062) 4966 6-13= 0 419 2x4 OF STAND B• TC UNIF LL 100.0 +DL( 28.0)= 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7= -6028 2379 15-16= -1257) 2945 13- 7= -4 166 2x4 KDDF STUD C BC UNIF LL 0.0 +DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.3" V 7- 8= -5543 2225 7-14= -967 519 8- 9.(-3514) 1448 14- 8= -312 1314 TC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500,0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=( -100) 112 8.15= -2455 1086 BC LATERAL SUPPORT<= 12"OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF 625 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625` OVERHANGS: 24.0" 0.0" ICOND 2 Design checked far net(-5 pot) uplift at 24 "ac s acp ing Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc MAX LL DEFL = -0.032" @ -2'- 0.0' Allowed = 0.200" M,M2OHS,MI8HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.569" @ 19'- 5.3" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 11-1 1-11 , 31-06-09All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6 -10-05 6-05 6-05 6-05 6-05-04 Truss designed for wind spans l' f f f I f f f f in the plane of the truss only. 5-11-14 5-05-02 0-06 1 5 11-09-12 i T flV 40# i12 M-7x8(S) 7.00 L M-5x10 5M- 05° =M-6x6 =M-10x10 M-3x6 = 6x6 � 8 9 10 y re IN D M-3x4 d' - o \/\/\\F 0 + A o ilic ♦ A o o r` m o M-4x12 Nissos T B e . ,a .m. � 1 2 11 12 I 1 T 14 I"�e 19 -/M-1.5x3 M-3x10 0.25" =M-4x4 0.25 M-4x10 =M-8x8(S) y =M-10x10(S) y , , 5-10-02 5-05-02 18-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 � � �Ro� s� Scale: 0,1519 ' .A°1 c `0 WARNINGS: GENERAL NOTES,unless otherwise noted: (.4451 L' J�cc--. t,•• 4. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T.92 0 0 P E Truss: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper /M- 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. oar Js'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and et 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d alt BC. !P.` DATE: 8/22/2014 PN wheres m� ( ) ,Or' ,1111P, overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whershown++ 44. 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. ^Sf' 1 OREGON <f! SEQ. : 6037156 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, 4f�i /� I design loads be applied to any component. and are for"dry condition"g use. ? '7}•' /3c)TRANS .- I D: 406556 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 1 4 necessary. ii fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R`t-t"' 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 VIII VIII VIII VIII VIII IIII IIIITPINYTCA In SCSI,copies of which will be furnished upon request. git coincidewith jointae center Ines. 9.Digits indicatesize off plateIn 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 11111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=(()( 0) 114 2-11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF #18BTR; SPACED 24.0" O.C. 2- 3=t4062) 1544 11.12=(-1139) 3226 3-12=) -506 350 2x4 DF 2400F B5 3- 4= -3073 1177 12.14= -797) 2720 12- 4= 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13.15= 0) 0 4-14= -567 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6. -2298 1240 14-15. -626) 2374 5-14= -288) 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2207 1142 15.16= -261) 1600 5-15= -1419 749 TC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7- 8= -2812 1243 16.17= -595) 2048 15- 6= -558 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2957) 1138 17- 9=1 -836) 2403 6-16=( -434) 1178 LL = 25 PSF Ground Snow (Pg) 9.10= 0) 114 16- 7=( -722) 578 OVERHANGS: 24.0' 24.0" 7-17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -379/ 2067V -323/ 323H 5.50' 3.31 KDDF625 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670` JT 9: Heel to plate corner = 2.25" 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 = -0.036° @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211° @ 14'- 6.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393" @ 14'- 6.0" Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036' @ 45'- 9.5" Allowed = 0.200' T '' MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 f T T T T f I l' MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 12 12 7.00 1- M-4x6 v 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 ',X Design conforms to main windforce-resisting M-5x8(5) M-5x8(S) '\ system and components and cladding criteria. Wind: 140 mphh=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0"25" 0.25" load duration factor=1.6 Truss designed for wind loads - t* in the plane of the truss only. 0 o M-3x4 ,M-1.5x31\ /' , 4 M-3x4 411111111111 M-4x6 12 cv) 1� 1 M-5x6 mi M 3x4 o M-5 x1015 0.25'6 M-317 x4 M-3x8`9 p 0 - 2 75x6+ 2,04. ....d-4X10 M18HS-5x16(S) 12 12 pk ), i' yy y ), )' k-05-0 5-10-08 6-02 0-J1-1� 10-04-12 8-11-15 8-11-01 y y ,, 2 y-05-08 12-00-08 117710-04 27-05-04 ,j2-00 y2-OOy 14-06 29-03-08 , , 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - B3 Scale: 0.1309 �� w NPRE 6 :2 WARNINGS: GENERAL NOTES,unless otherwise noted: / 6/2z//7- •'/ I 1- -7 0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4C' `92 IPE rTruss: B3 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. 1' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 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 drywatl(BC). ,/" `, .- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ri ( ' 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON ((� S E Q. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4,. '' \� design loads be applied to any component. and are for"dry condition"of use. / '1rLQ ..„ TRANS I D: 406556 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 4 Q` fabrication,handling,shipment and installation of components. Dnecessary. /1A 7.Plates assumes adequate ne thinace Is ftru ,provided. '` 4 (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 Illlll III I IIII'I II I'll(IIII IIII III IIII TPI/VJTCA in BCSI,copies of which will be famished upon request. git coincideiditwith joint aIn lines. 9.Digits indicate size of plate In Inches. cc.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,658-1986(MiTek) ( IEil.12/31/2015 1E11 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 108BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.15=(•1177) 3199 15- 3=( -99) 614 22.13=) -87) 221 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND; 3- 4= -3508) SPACED 24.0" O.C. 3- 4= -3508) 1481 16.18=( -1497 15-16.( 757 ) 2413 13 14-16=)-342) 253 13-14=(-2471) 843 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19=( 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19=I -556) 2143 5-18=)-543 368 TC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20.21=( -542 2142 18- 8= -92 159 -486 183 LL = 25 PSF Ground Snow (Pg) 9-111= -1914) 1992 22.14=) -818) 2248 2182 18-20=9- ) -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11.21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21-12= -434 341 OVERHANGS: 24.0" 0.0" 12.22=1 -68 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (son). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDOF ( 625` Connector plate prefix designators: 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 =MiTek MT series QQND. 2: Oesign checked for net(-5 psi) uplift at 24 "ac spacins.l ** For hanger specs, - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" T T TT T T TT f T T MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T T T T T T T MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does '( T T not exceed 19% at time of manufacture. 12 M-� 8 M-3x4 12 Design conforms to main windforce-resisting 7.00 1/ / Q 7.00 system and components and cladding criteria. S M-4x6 / M-4x6 M-5x6(S)) /8 9 1 Wind: 140 mpht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 M-5x6(S) (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" Truss designed for wind loads v0.25" in the plane of the truss only. CT. M-3x4 .2 I: -3x5 M-1.5x35x3 M-4x6 - ( co -_ 2 -5x10 M-316 (7,0 17 19 20 / 22 14* 0 - M-4x6+ o M-5x10 M-3x4 0.25x' M-3x4 M-4x6 0 0 2,75 1.89 - M-4x8 M-5x8(S) 12 12 y y y 1- 0T12 y y y y y 2-05-01 6-06-10 5-05-14 1,08-02 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04y 2-00 25-11-08 y J, 14-06 29-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH300 pROF ss Scale: 0.1286 /2 / ' `°� WARNINGS: GENERAL NOTES,unless otherwise noted: �y �17' -v 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 Ct. ^9G•0CE 1`- Truss: BH 3 and Warnings before construction commences. building component.Applicability of design parameters end proper ,000 2.2x4 compression web btadng most be installed where shown+. Incorporation of component is the responsibility of the building designer. ' iipp 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ • 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. 7OREGON !t/ SEQ. : 6037158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive .e.-environment, Nt". design loads be applied to any component. and are for"dry condition"of use. /h •� 4 rZ0 .1�„ TRANS I D: 406556 5. • CompuTrus has no control over and assumes no responsibility for the 6.Designassumes full bearing at all supports shown.Shim or wedge if SJ necessary. f�' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. dl"R R i l.-\- 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincideiictwith jointcenternche. 9.Digits indicate size of plate In Inches. C MiTek USA,InC./COmpuTru3 Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12I311201.5 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M168TR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22.13=) -87) 221 BC: 2x4 IMF #1&BTR WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 3- 4= -3508) 1481 16-18=( -757) 2431) 13 3 15-4 -16='-342) 430 13-14=(-2471) 843 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16. 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18.19= -556 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12"OC. UON. UL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542) 2142 18- 8= -92 159 LL = 25 PSF Ground Snow (Pg) 9-11= -1914) 1992 22-14=( -81821-22= ` 2248 2182 18-20=( -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12. -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21-12= -434 341 OVERHANGS: 24.0" 0.0" 12.22=) -68 268 Connector plate prefix designators: 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" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625) 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ** For hanger specs. - See approved plans (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130' 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840' 4-02-11 4 04-07 1- f fff f f X08-13 4-07-09 5-03-08 4-10-08 I MAX HORIZ. LL DEFL = 0.095' 0 43'- 0.7" l' ' 1MAX HORIZ. TL DEFL = 0.158° @ 43'- 0.7" 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does T T 1' 1 iI T T If T T not exceed 191 at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T T 1 1 system and components and cladding criteria. 12 M-4x6 M-4x6 12 M-5X6(5) 7 M- X8 M-3X4 1 1 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-5x6(S) ' 7.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25“4000000/' .25" T Truss designed for wind loads ,� 0.25" in the plane of the truss only. *2 v T M-3x4 o +' +t +i + 1.1-3x5 M-1.5x3 M-1.5x3 7 f M 4x6 , co .0000020K,....--t.. F 5 M-3x4 0 17 19 20 22 14* n M-5x100 M-4x6+ o M-5x10 M-3x4 0.2 M-3x4 M-4x6 0 0 2.75 1.89=__M-4x8 M-5x8(S) 12 12 y y 1-�0� 2 / )' y J' J' 5,-05-0 6-06-10 5-05-14 1108-0z 5-07-14 5-05-12 7-06 7-07-12 y 2y-05-0118 13-01-04 , 2-0011 25-11-08 y y 14-06 29-00-04 y 2-00 43-06-04 pe JOB NAME: 5-A POLYGON NH - BH2 �(c,. PRS 6s Scale: 0.1286 ,/c.SCJ / / /� WARNINGS: GENERAL NOTES,unless otherwise noted: "fY 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' T 92®$P E 1-"" Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper elr 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' EE 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(5C). rapprr 6.56111."- - DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Mt CC' c�1 6037159 �o] 4.No load should be appied to any component until after WI bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 44, S E Q. : 60371 59 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j- 1, \IX ,�. design loads be applied to any component. and are for"dry condition"of use. .4.. +�:�. no 4.- V TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 1 4 2' �V.,' fabrication,handing,shipment and Installation of components. Desessary. ` 6.This design is furnished to the limitations set forth by7.Design assumes adequateatedon botdrah facesace is 1pfrussed. � y 4.L. II I I II VIII I ll I VIII VIII IIII IIll g subject 8.Plates shall be located both of truss,and placed so their center TPIANTCA 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=((((( 0) 114 2-15=(-1844) 6771 15- 3=( -359) 1675 21-13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2- 3=I-8240) 2291 15-16=(-1727 6287 3-16=(- 728) 178 13.22=1 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6514 2010 16-17.(-1666 5567 16- 4= 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17-18= -2003 5967 4-17= 494 262 2x4 DF STAND A; TC UNIF LL( 50.01+DLI 14,0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6= 0) 0 18-19= -2095 6120 17- 5=) -631 2092 2x6 KDDF STAND B TC UNIF LL 100.0))+DL 28.0 = 128.0 PLF 12'- 0.0" TO 31'- 6.2" V 5- 7= -5197 1853 19-20= -2199 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2" TO 43'- 6.2' V 7- 8= -6026 2221 20-21= -2060 5951 7.18= 465 1243 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2° V 8- 9= -5957 2233 21-22.(-1418) 4762 18- 8=( -19) 222 BC LATERAL SUPPORT <= 12"OC. UON. 9-10= -6194 2281 22-14=1.1415( 4765 19- 8=( -779 384 TC CONC TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 6.2" 11-12_ 47400) 18900 19-20= -282 337 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12.13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833) 1764 10-21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KOBE 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans GOND 2' Oecign checked for nett 5 pal) uplift at 24 "Sc s acg inp. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX Ll DEFL = -0.350" @ 21'- 11.8" Allowed = 2.130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.249° @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06-1 2.( 3-08 5-02-05 0-06.10 5-08-10 not exceed 19% at time of manufacture. 2-09 ' 4-04 ''-0 -13 5-05-13 4-07-11 5-05-02 1' Design conforms to main windforce-resisting 1' T T ,' T ' ,' T T ,' system and components and cladding criteria. 11-06-08 Wind: 140 m h h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 11-09-12 A11 Heights', Enclosed, Cat.2, Exp.B, MWFRS(Dir), �6 Oli ��40t1 T Toad duration ffor s 12 12 • Truss designed for wind loads M X• M-7X8(S) in the plane of the truss only. 7.00 I/ M-5612 M-3x4 9 y.25" 7M-4x4 1) M-5x10 " 7.00 M-3x4 M-3x4 v + 3 o M-3x8 e\S\ m, \S\ a0 M18HS-3x18 ei M-7x12 o ' . 16 7 i:~7e_ e° i* a 1 2 =M-8x8 M-3x4 M-4x8 =M-8x8 19 0,2e° M-3x10 M-1.5x32 14 0 M-4x6+ M-4x6+M18HS-7x14 =M-8x8(S) -.2.75 2,75 12 12 J., -05-0$ 4-04 y 4-05-12 3-02-11y2-00 8-01 y 7-11-04 y 5-05-02 y y 5-06-14 y 1, 2-00,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 �, 0 P R 0,pe JOB NAME: 5-A POLYGON NH - BH1es G(N Scale: 0.1366 �`hIZz ( ' WARNINGS: GENERAL NOTES,unless otherwise noted: L{f Gr �7rr' .7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC' 72`4 P E L' Truss: BH 1 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 ddesig nor. 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 length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 8/22/2014 o 70the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w C' SEQ. : 6OJ/16O 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 4/ fasteners are complete'and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7, ,L, ..`{.�.,„ design loads be applied to any component. and are for"dry condition"of use. .� 4Y (3 l TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 �{?+ necessary. �+. S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. f G;i4 A`t•-t. 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 VIII I III VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideniatwith joint center Ines. 9.Digitssndsize of tplate In(Ines. 9 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:12131/2O1 1 IIIIiI 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2- 8=(-104) 734 3- 8=(-401) 388 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1004) 236 8. 9=) 48 481 8. 4=(-295) 595 WEBS: 2x4 KDDF STAND 3- 4= 885) 459 9- 6= -74) 602 4- 9=(-294 595 LOADING 4- 5=( -885))) 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(.1004 236 BC LATERAL SUPPORT <= 12"OC. UON. UL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0" -184/ 975V 0/ OH 5.50' 1.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 usfl uplift at 24 'oc spacing.) 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' T T f T MAX TLMCREEP DEFL = -0.043" @ 6'- 10.9' Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" / M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 14.00 4.0" 14.00 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" / 4 MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" P,. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1.r), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M 1.5x3 M-1.5x3 \ /lk u; 0 O 0 o ". ee " o 8 9 o M-3x4 0.25" M-3x4 M-3x4 0 A- M-5x6(S) J.' J, y y 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - C2 ..crY"'° pRQj'}e^ 's Scale: 0.2044 ' ,„'Ok ! r(0 WARNINGS: GENERAL NOTES,unless otherwise noted: LC7 '44..G+ �19' -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual • `923$S PE 1" Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper �,r� 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: EE2'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)and/or d It BC. != DATE: 8/22/2014responsibilitybuilding designer. Impact q g(T ) m�( ) - CC� " the overall structure Is the res nsibili of the 3.2x or lateral bracingrequired where shown++ / 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. lir OREGON `U`: S E Q. : 6037161 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. NI"' ft,, design bads be appted to any component, and are for"dry condition"of use. / � + TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if © 14 2. �ao fabrication,handing,shipment and installation of components. necessary. /li 7.Design assumes adequate drainage is provided. /lit R}��„ 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 1111111111111111111 TPINYTCA in BCSI,copies of which will be famished upon request. lines coincideIitwith jointacenter 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(Wok) EXPIRES:12/31/201 5 111 11111 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" 10 • I• •ri r' , r r - r r • r r 'rr TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR; SPACED 24.0" O.C. NOTE:Desi n assumes moisture content does 2x4 KDDF #1&BTR 82 not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON- DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD= 42.0 PSF Wind: 140 m h h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 Connector plate prefix designators: p I I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dxr), M,M20HS,M18HS,M16 = MiTek MT series load duration factor=l.&, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 T T T 12 11M-4x4 12 3 /— 14.00/ \ NN 14.00 .1- ..— CO CO 0 co M-3x4 a 0m _4- o M-3x5(S) o M-3x4 y y ,i- 6-10-15 6-10-15 13-07-01 y J' J- 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - C1 ' � , o RRQF ss Scale: 0.2158 /1/21n r{� WARNINGS: I GENERAL NOTES,unless otherwise noted: <{,5> 'C..3/21/17 C..3GYJ 1 -yy 1.Builder and erection cog5ractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual qZ• `92 0 0 P E 1"Y Truss: Ci 1 and Warnings before,xmstructicn commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mast be installed where shown v, incorporation of component Is the responsibility of the building designer. ✓` 3.Additional temporary bracing to hours stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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). ,.r' r r.,, DATE: 8/22/2014 the overall structure is the respopsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v+ C C o 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. 7OREGON 4/ SEQ. : 60371 62 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. q, Nb, ,` design loads be applied to any component. and are for"dry condition"of use. /© .4/3' �.4 2� 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1i., necessary.necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41CRl 1G\v- 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 I All IIIII I III 1E IIIII 11 IIIII III TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidenctwithzJoint tecenter lines. 9.Digits indicate size of plate In inches. r,r-y ( 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 IIID IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 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 86 2- 9=(-1252 5318 2- 3= -8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR LOADING 22-. 3=( -89544 2060 19.10=t-12524 5318 9- 3= -102) 114 7-13=1 -474) 2142 WEBS: 2x4 KDDF STAND; 1284 5552 3-10= -192 616 7- 8.(-10200) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11.12= 1154 5472 10- 4= -900 3994 TC UNIF LL 50.0 +DL( 14.0 = 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL 0.0 +DL( 20.0 = 20.0 PLF 0'- 0.0' TO 7'- 0.0" V 6- 7= -8600 2028 13- 8=(-13244 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL4 522,44+DL( 375.24= 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7. 8= -10200 2302 11- 6= -26804 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0" V 6.12=( -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 or no prefix CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF625 M,M20HS,M19HS,1116 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design -h k d for n t( 5 p ) uplift at 24 'oc s ap cine nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L 180 9" oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 5" oc in 2 rows throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979' LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" 10-03 10-03 MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5' 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does f f f f 1. 1 f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 14.00 M-5x8 system and components and cladding criteria. 5.0" N14.00 5 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.101 loadrrkAll Heighton,factorsed, Cat.2, Exp.B, MWFRS(Dir), `" 1Truss designed for wind loads n the plane of the truss only. M-3x8 li" M-3x6 isv 0 cM-4x12 M-5x12 o M 5x16 I M 5x16 „AIL.. .. i ..- M-1CD 9AO 5x3 M-3x12 110.25" M-61x10 M-Jx10 8 0 A- ***P3751#-M-10�0(S) y y y ), J, , 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 JOB NAME: 5-A POLYGON NH - C3 ��`�� SRO Scale: 0.1681 GJ !, (� '�i.T� WARNINGS: GENERAL NOTES,unless otherwise noted: 444 V illi �-Y-Sy... 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 *92S OPE ;'-' Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. j�a'3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 401100 DES. BY: EE 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 sheething(TC)end/ar drywell(BC). _Aa' - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M t1it 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. I7 4,OREGON 4 S E Q. : 6037163 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^V TRANS ID: 406556 design loads be applied to any component. 6.Designand are for assumes fulldbeadn of all supports �� 5.CompuTrus has no control over and assumes no responsibility for the9 shown.Shim or wedge if d 1 4 2- � 7. 4 fabrication,handing,shipment and installation of components. necessary. M t ry Design assumes adequate drainage is provided. p R t a. V - 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �i r'1�.4. I IIIIII I III VIII I III IIIIIIIII VIII(III IIIITPI/VVI-CA In 13051,copies of which will be famished upon request. lines coincide with joint center fines 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 valves see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=�-506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND 3.4= -506 111 LOADING 4.5=( 0 86 TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625 Connector plate prefix designators: 11'• 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-1 0 5-10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0" Allowed = 0.133' 14.00/ N 14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 34.0" MAX TC PANEL TL DEFL = 0.497' @ 8'- 4.1" Allowed = 0.835" MAX HORIZ. LL DEFL = 0.003' @ 11'• 2.5' MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does not exceed 19`% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 (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. 0 i 0 co Aill0 0 iO u, rn trill\ o�� 6 o 1.5x3 y y y 5-10 5-10 ,, ), y y 1-00 11-08 1-00 ,q PR Or JOB NAME: 5-A POLYGON NH - D Scale: 0.3596 5,< GIN'S `,9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,181z " 10 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4C' .92 0 O qp E 1' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown t. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'c.c.respectively unless braced throughout their length bya� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywelt(BC). +"" "" DATE: 8/22/2014 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. 7� A_ � OREGON A. SEQ. : 60371 64 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, ' Ai), TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. /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 L? 14 b., necessary. 4g . V } fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R I`- 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 IIII VIII VIII IIII VIII IIII IIII IIII9.TPINVTCA in BCSI,copies of which will be furnished upon request. Digitsgit cnd cat with jointcenterte 10.FFr in Inches. Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E basicconnectoricooplate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 11111110 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 10 ' r'' it r. , . r' - r . rr. TC: 2x4 KDOF q1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Desinnassumes moisture content does BC: 2x4 KDOF qt&BTR 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 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 (or no prefix) = CompuTrus, Inc Wind: 140 mph h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All He load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 gable end detail for 5-10 5-10 complete specifications. T T T 12 IIM-4x4 12 /- 14,00 V „ N 14.00 0 0 0 0 co o o ..c) 40A11111111111LA Lo of- -':i) 0 0 M-3x4 M-3x4 y J. y y 1-00 11-08 1-00 P JOB NAME: 5-A POLYGON NH - D1 <c a IN `), 5 s Scale: 0.3526 � f �7 <0 WARNINGS: GENERAL NOTES,unless otherwise noted: (Pi � ' -.7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. T929' 92®t P E r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the 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• EE 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). " r. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ df /,(�r�,- 4.No bad should be appaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�7r OREGON W SEQ. : 6037165 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 �! �tX design loads be applied to any component. end are for"dry condition"of use. / -7 1w rL(� .,lC„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if .0 14 V‘1,. fabrication,handling,shipment and Installation of components. necessary. 7.Designlaesassumes atedadequate hdrainagecis oftru ,provided. .�R`�\, 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 11111111111111111141 TPIANTCA In BCSI,copies of which will be furnished upon request. Digit coincidewith joint te in 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(Wel() EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #1&BTR 2- 3=(-3372) 842 7- 8=(-680) 2954 2- 8=(-1360 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3376 838 8- 9=(-372) 1990 8- 3=(-1214) 4854 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4. 5. -3446) 750 9- 5=(-370) 1988 8- 4=( -156) 306 ODE DF #2 B TC UNIF LL 50.0 +DL 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0' V 5. 6=( 0) 86 4- 9= -176) 84 BC UNIFLL 522.4`+DL 375.2)= 897.6 PLF 0'- 0.0" TO 4'- 8.0" V IC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL 0.0)+DL 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0' 0'- 0.0' -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 0/ OH 5.50" 4.89 KDDF ( 625 ) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc CONS. 2: Desi n checked for net 5 psfl uplift at 2a "0c s acing-I M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP g ( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ 3'- 1.3' Allowed = 0.537" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717° Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0' Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0" Allowed = 0.133• 9" pc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5". *** HANGER TO APPLY CONC. 9' oc in 1 row(sthroughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting T 3-03 T 2-07 T 2-07 T 3-03 f system and components and cladding criteria. 12 12 Wind: 140 mphh=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 N 14.00 load duration factor=1.6, 3 4.0" Truss designed for wind loads �� in the plane of the truss only. M-3x5 M-3x5 U) c 00 M-5x10 ,_ A r esu o ►." 7 8 o . 1 7 8 9 M-3x8 M-8x10 M-1.5x3 M-5x10 A- y y ***�y 551# y y 3-01-04 2-08-12 2,-08-12 3-01-04 1, I y ) 11-08 IWEDGE',REQUIRED AT HEEL(S). 1-00 JOB NAME : 5-A POLYGON NH - D3 �RQ��.,s Scale: 0.2557 `�J 21 [3� �7 WARNINGS: GENERAL NOTES,unless otherwise noted: !/G /j//F -17 . 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' F 92 0•P E r Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. f" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 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)C and/or d all BC. .- g(r s My ) :., DATE: 8/22/2014 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 applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 4(/ SEQ. : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j f 4, \ l TRANS I D: 406556 design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 2 .,-)i- fabrication,handling,shipment and Installation of components, necessary. 41 7.Design assumes adequate drainage is provided. '` 'R RIO- 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 VIII 11111 VIII 111 VIII VIII In IIII IIII TPI/WTCA in SCSI,copes of which will be furnished upon request. git coincideidictwith joint centernche. 9.Digits indicate size of plate in inches. MiTek USA,IAC./Compulrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIlI 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2-4=(0) 0 BC: 2x4 KDOF MEM SPACED 24.0" 0.C. 2-3=i•217) 180 ( ) TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. EON. 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: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) Connector plate ref ix desi nators: 5'- 9.2' -164/ 198V 0/ OH 1.50" 0.32 KDOF 625) C,CN,CI8,CN18 (orrno prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50" 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. COND. 2 Design checked for net( pcf)�nlift at 24 "ac c al> clog 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.300" @ 3'- 6.1' Allowed = 0.559" MAX IC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" #t MAX HORIZ. LL DEFL = -0.004' @ 5'- 9.2' MAX HORIZ. TL DEFL = -0.004' @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 2,0 0 Lc, r 0 oo 0 ffijMimimmilmiimimil o/- o r=te 4►� M-3x4 . 1, 1, 1-00 6-00 (PROVIDE FULL BEARING; I CI JOB NAME: 5-A POLYGON NH - J13 Scale: 0.428, ,5,<(,, lryN 4 ssi� WARNINGS: GENERAL NOTES,unless otherwise noted: Cr1� 1GG/t 1 .S, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1• !92$•P E t"' Truss: J13 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: EE is the2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). = DATE: 8/22/2014 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 responsibitty of the respective contractor. OREGON SEQ. : 6037169 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. tX A. design loads be applied to any component. and are for"dry condition"of use. '�• 2.0� TRANS I D: 406556 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 f` i 4 a4 fabrication,handling,shipment and installation of components. necessary. A , . {a„ 7.Design assumes adequate drainage is provided. ,�?' I`Y b 6.This design is burnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4. II IIIIIIIII VIII VIII VIII VIII IIII IIIIbasi TPI/WTCA In BCS(,copies of which will be famished upon request. lines coincide with joint center toes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late in inches. or indicateits cf 10, plateconnector design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 11 1!11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEM BER FORCESR/( 0)/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1,15 ( 0) 86 2 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3= -581) 500 3.4= -164) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -21) 0 BC LATERAL SUPPORT <=12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V •204/ 454H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. -/ ICOND. 2: Design checked for nett-5 ssfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133° MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000' @ 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce•resisting 14.00 r system and components and cladding criteria. o Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), - load duration factor=l,� o Truss designed for wind loads Co N in the plane of the truss only. o T co 0 CnV. os- I 6-_. M-3x4 - 1, J, 1, 1-00 6-00 4-03 (PROVIDE FULL BARING,Its•2 6 3 41 tO PRO JOB NAME: 5-A POLYGON NH - J12 Scale: 0.2960 ��!`` t.10IN so WARNINGS: GENERAL NOTES,unless otherwise noted: w5 /ry Zi (q F .�p 1.Builder and erection contractor Should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �, 9 O IP r and Warnings before construction commences. building component.Applicability of design parameters and proper r L. Truss: J 12 Incorporation of component is the responsibility of the building designee 2.204 compression web tlredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2•o.c.and at 10'o.c.respectively unless braced throughout their length by ° , DES. BY.: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.gx Impact bridging or lateral bracing required where shown++ w.4 SEQ. 6037170 4.No load should be applied to arty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON �4 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 J i 4 � �` design bads be applied to any component. and are for"dry condition"of use. F 2. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.oecessa assumes full bearing at all supports shown.Shim or wedge If ` ty� fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. q - r `S„V- V 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(IIII(IIII(IIII(IIII(IIII(IIII IIII IIII TPI WfCA in SCSI,copies of which will furnished upon request. lines coincidedwith jointfcenter fines. 9.Digits dsize oplate in inches. r b MITekUSA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 11111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2.6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3= -636 500 3-4= -243 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -76) 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: 12.0" 10.6" 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' -22/ 376V -213/ 495H 5.50' 0.60 KDDF( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50' 0.61 KDDF ( 625I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50' 0.27 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. /- 5 -s 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 10.6" Allowed = 0.088" MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL-.. -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. ;12/ Design conformstomain windforce-resisting system and components and cladding criteria. Wind: 140 mph! h=25,6ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), _ load duration factor=l.8rTruss designed far wind loads Or Tin the plane of the truss only. cp O VO n ,k > , )' 1-00 6-00 4-10-09 JOB NAME: 5-A POLYGON NH - J11 Scale: 0.2753 \5 ' 0`pN �/L7 WARNINGS: GENERAL NOTES,unless otherwise noted: 4(/ 2 Z/ 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 t 9210 P E 1' Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper a1r 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. l/, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES BY• EE 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 sheething(TC)end/or drywell(BC). ,.�' !- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 111 LY" 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4 SEQ. : 6037171 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.. 7, \>k A design loads be applied to any component. and are for"dry condition"of use. //y }. Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if 2) 1 4 2 �ty, fabrication,handling,shipment and Installation of components. necessary. q �h t{ `�� S' 7.Design assumes adequate drainage is provided. ./11 �. i M"' 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 rl IIII I VIII VIII I III IIII VIII VIII IIII IIIITPIIWTCA in BCSI,copies of which will be famished upon request. tries coincide with joint center ices. 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 9'- 11.6° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-562) 497 3-4=1-139) 88 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -22/ 375V -199/ 435H 5.50" 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" %I MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 m hl h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7 (All load duration factor=1.6 Cat,2, Exp.B, MWFRS(Dir), I Truss designed for wind loads CV in the plane of the truss only. v 0 N N O 1- C.) O Niiia M-3x4 ..-- ), y )' y y 1-00 6-00 3-11-09 )PROVIDE FUI(L BEARING'Jts:2.5.3 41 JOB NAME 5-A POLYGON NH - J10 ,c NN �RQ� 6� Scale: 0.2937 '",0 ,A.VOI C. (4zE /0 WARNINGS: GENERAL NOTES,unless otherwise � noted: ✓ [7' •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 92 0 P E 1'r and Warnings before construction commences, building component.Applicability of design parameters and proper / Truss: I 1 0Incorporation of component Is the responsibility of the building designer. ++/ 2.204 compression web btedng most be installed where shown+, 2•Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ✓A0 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC) DATE' 8/22/2014 inng(re sown drywall(BC). v the overall structure is tie resp Stbility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ! (C 4.No bad should be appfi ad to 9n component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. - OREGON Co SEQ. : 6037172 fasteners are complete and at time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, z,. -ij Nb` A. design loads be appf dl to any component. and are for"dry condition"of use. / -7? V ..,. TRANS I D: 406556 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 14 � necessary. illll fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �w" 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 VIII VIII I III IIII VIII VIII IIII IIIITPINVECA In BCSI,copies of which will be furnished upon request. 9.Digit coincide with jofnppt ate 10.FForbasicIIn Inches. nr tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Digits indicate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 DEMI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-483) 427 3-4=(-111) 48 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 BOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -377/ 439V 0/ OH 1.50" 0.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153' @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009' @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V ii Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. nr 0 0 0 N O r/-- u7 �! o 5..." M-3x4 1' 1' ), y 1-00 6-00 2-11-09 (PROVIDE FULL BEARING;Jts'2 5 3 41 JOB NAME: 5-A POLYGON NH - J9 g> a N 5,s Scale: 0.3208 �*cJ �`�IZ�I1� /Q WARNINGS: GENERAL NOTES,unless otherwise noted: EL/ , /t t9IP 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. 7920 0 PE 'I" Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang 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 EE 2'o.x and at10'o.c.respectively unless braced throughout their length by400.114 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C end/or d ll BC. DATE: 8/22/2014 responsibilitybuilding designer. Impactbridging ingq 9(T s Ma( ) / the overall structure Is the res nsibili of the 3.2z brid in or lateral bracing required where shown++ d 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. -7 OREGON (4 S E Q at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,1 �1X t design bads be applied to any component. and ere for"dry condition"of use. / TRANS I D: 406556 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 2h fabrication,handling,shipment and Installation of components. Desessary. /11r 7.Design assumes adequate drainage is provided. 'r 'F II `„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 I III VIII I III(III VIII(III(III(III TPIANTCA in SCSI copies of which wilt be famished upon request. lines coincide with Joint center nes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-5=(0) 0 BC: 2x4 ODE #1&BTR SPACED 24.0" 0.C. 2.3=(-417) 361 3-4=(-107) 44 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -24/ 378V -159/ 348H 5.50" 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50" 0.55 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50" 0.02 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" ii MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 i Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads d. O1 in the plane of the truss only. 0 o Cr) 0 I i O us �� 0 M-3x4 y y y y 1-00 6-00 1-11-09 )PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : 5-A POLYGON NH - J8 ,<<� GI P E 6.:s Scale: 0.3559 \5 ), f G/ 9 f0 WARNINGS: GENERAL NOTES,unless otherwise noted: ti Jp7t�-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 '' v 92**PE E r and Warnings before construction commences. building component.Applicability of design parameters and proper ` Truss: J Incorporation of component is the responsibility of the building designer. f/' 2.2x4 compression web Madng mpst be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing In Insure stability during constructiony'o.c.and at 10'o.c,respectively unless braced throughout their length by 4. DES. BY: EE is the responsibility of the erect .Additional permanent bracing of continuous sheaths such as a� ng plywood s braced throughout and/or drywength b � DATE: 8/22/2014 the overall structure is tie res sibllity of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ r Ck' 4.No bad should be applod to an component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON <(i SEQ. : 6037174 fasteners are complete and atn time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, r.. V 'tt' A. design loads be applied to any component. and are for"dry full b condition"of use. / -7 3, MO ... TRANS I D: 406556 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 4. �t;}. necessary. 55 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. - �y 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 IIII IIII I I I IIII VIII II I IIII IIII TPIMfI CA in BC51,copies of which will be furnished upon request. gitcoincidewith joint aIn inches 9.Digits indicatesize oplate eto lines. 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:12/31/201EJ` i1IIIIII111 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) 86 2-5= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-33418 (0) 0 3-4=( 83) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12,0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50' 0.23 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. :COND. 2: Design checked for net(-5 psi uplift at 24 "oc spacing.: /- 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295° @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" i( MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2' 12 Eexggnses lure manufactur does notexceed 19`Isattimeofe. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (NI (All Heights), Enclosed, Cat.2, Exp.B, MWFOS(D1r), load duration factor=1.6, v N- Truss designed for wind loads in the plane of the truss only. coco 0 of 0 VA O� 5-' 0 M-3x4 y y ), ), 1-00 6-00 0-11-09 :PROVIDE FULL BEARING:Jts:2.5.3] JOB NAME : 5-A POLYGON NH - J7 '',�' IN ut9 Scale: 0,3882 �J _``y(�GJ1(ry(jE/��7�yp� / WARNINGS: GENERAL NOTES,unless otherwise noted: 445/5` (f,J�f 2(+7/ I 1-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual "' '92.S P E V Truss: J7 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: EE 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' 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ` "- the overall structure is the of the 3.2x Impact bridging or lateral bracing required where shown++ (r 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. -7L � TRANS I D: 406556 S E 5.Design assumes trusses are to be used In a noncorrosive environment, Or A OREGON `V design loads be applied to any component. and are for"dry condition"of use. .� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 [' fabrication,handing,shipment and installation of components, Decessary. A ` 7.Design assumes adequate drainage is provided. 114 1 t:f`i 4 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l 1-t l.. 111111111141111111110.TPIAVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Bnes 9.Digits Indicate size of plate In inches. 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KODF #16BTR SPACED 24.0' O.C. 2-3=(-223) 184 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625 C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.I 5-11-09 THE BOTTOM CHORD DEAD LOAD BY IBC 2012.AD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /- -/ MAX IC PANEL LL DEFL = 0.333" @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858" 0 MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windfarce-resisting system and components and cladding criteria. 14.00 Wind: 140 mpht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. to ✓ J o N c▪o c co 0 r/- LC) PIAIIIMEMI o/ o► 4 r=te M-3x4 A- y ), y 1-00 6-00 JOB NAME: 5-A POLYGON NH - J ��, a P� FF0 Scale: 0.4179 c';;;( 1)121,#9 ��J ` IZzI '' WARNINGS: GENERAL NOTES,unless otherwise noted: �� f 7' ? 1.Builder and erection co tractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual T 92**PE T r US s: J6 and Warnings before nstru4ticn commences. building component Applicability of design parameters and proper 4001,, r 2.2x4 compression web adng rrlst be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary br ring to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility at a erectdr.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,°"* . - tS.. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +i SE �1 4.No load should be appl(ed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •v' OREGON 4/ S E Q. : 6037176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, L. Zj ,vti` A. design loads be appAed to any component. and are for"dry condition"of use. //t 4}f n) 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes toll bearing at all supports shown.Shim or wedge if V 4 �`i. necessary. I n S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f•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 IIII VIII VIII I II IIII VIII IIII IIII IIII TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincideiditwith joint acenter lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E tO.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/ ©1r3 111 11 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 157 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 SO.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625) 4'- 10.8° -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net( osfl uplift at 24 'ac s acp ingi REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" f 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX IC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" /4.00 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,8COL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads m in the plane of the truss only. d• omv0 r- 0 ct��4 -/ ), y ), 1-00 6-00 Gt I ,. ' JOB NAME: 5-A POLYGON NH - J5 Scale. 0.4549 ,5.‹.. s's,�A,� WARNINGS: GENERAL NOTES,unless otherwise noted l+tf� �� / -vim. 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. Ti 920 OPE t'~ Truss: a�5 and Warnings before construction commences, bulking 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. f/� 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY' EE 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). DATE: 8/22/2014 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 `t/ SEQ. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Cre to be used in a non-corrosive environment, �/, A ,�J �b'1�A. �� design loads be applied to any component. and are for"dry conditlon"of use. / F Q Y TRANS I D: 406556 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 �� fabrication,handing,shipment and installation of components. Decessary. Y t 7.Design assumes adequate drainage is provided. !i Fl 11..`' 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 I I IIIII IIIII Ill I 111111111111111 TPINVTCA in 8C51,copies of which will be furnished upon request. git coincide withzjoint center che. 9.Digits o nide size of tplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-132) 131 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625` 3'- 10.8' -165/ 160V 0/ OH 1.50" 0.26 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50' 0.10 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 , , • ,. •,r r t rr REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.079' T T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105" /- - MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1' Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4' Allowed = 0.339" 4 MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8' 12 MAX HORIZ. TL DEFLgg= -0.002" @ 3'- 10.8" 14contendoes .00 notEexceedn19% at6s timelre ofumanufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (A11 Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. U, N O CO A , O .....,._ " 2 1•I O M-3x4 .,- ,i, 1, ), 1-00 6-00 :1 1 ." r ' 0 O PRO4�r JOB NAME : 5-A POLYGON NH - J4 ,< �N ssi Scale: 0.5091 CJQQ WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓4. ` �a"z! -7 1.Builder and erection cor tractor dlould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual °- > /P E t' Truss: J4 and Warnings before cdnstnrdtidn commences. building component.Applicability of design parameters and proper 2.2x4 compression web bfadng mist be installed where shown+, incorporation of component is the responsibility of the building designer. N' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'continuous end et 10'o.c.respectively unles braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ori aheathi C end/or d II BC. ', DATE: 8/22/2014 PIc�o ��s rywa( ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ { ;1Z. 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 ,((f SEQ. : 6037178 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4:7/ �l ?.0\ .C.� design bads be applied to any component. and are for"dry condition"of use. /�1 TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 1 4 �� fabrication,handling,shipment and Installation of components. necessary. ill P Po 7.Designlaesassumes adequatedondrainage is oftruss, provided. '` RI�\„ 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of true,and placed so their center IIII 11111 III 11111 11 VIII IIII 111 IIIITPINVTCA in BCSI,copiesof which will be furnished upon request. 9.lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basiconnector plate ppplate d sign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111IIIIII 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 I.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-81) 106 IC 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 ConnectorCpa (or no prefix)sig LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50' 0.09 KDDF ( 625` = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND. 2: Design checked for net( p3f)�p ift at 24 'gc c a0 c;na VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" T MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2' Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8' 14.00 V /'� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LN (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads d in the plane of the truss only. co 0 c, u7 o/- u� p�0 c, ►� ►t4 -/ M-3x4 y 1- y 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : 5-A POLYGON NH - J3 _•<,(...C\`'' � co PROP' Scale: 0.5712 5 /ry/(ryN )�jQ s0 WARNINGS: GENERAL NOTES,unless otherwise noted: ✓� f 4f f 17 0 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 P E r Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designers 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'cox.respectively unless braced throughout their length byr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MICC 6037179 r� 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �f.. SEQ. : 60371 /9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 171 ,, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if GHQ ''1 1 4 2.Q ty- fabrication,handing,shipment and installation of components. necessary. I t f 6.This design is fumished subject to the Imitations set forth by7.Design assumes adequate drainage is provided. ,�'! p 4 I IIIIII I III IIIIII III IIII VIII IIII IIII IIII 91 8.Plates shall be located on both faces of truss,and placed so their center ;Mit. NY TPITCA in SCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForbasicconnector of nnectorplate 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-62) 83 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 SO,IN. (SPECIES OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r,l • f. ',i r' , t' - �3AaCi09 J REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" 1-11.09 MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244" T T MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8' 14.00/ MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8' A- -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. A Design conforms to main windforce-resisting V system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. V CI' f O co Of__ CD Cis Op,- . ��4 -/ 3x4 A y / y 1-00 [PROVIDE FULL BEARING:Jts:2.3.41 6-00 „At0 PRO JOB NAME : 5-A POLYGON NH - J2 Gx�ss Scale: 0.6380 `5f4G. �( WARNINGS: GENERAL NOTES,unless otherwise noted: G" f�CC' 1.Builder and erection contractor hould be advised of all General Notes 1,This design Is based only upon the parameters shown and is for an Individual '' ,-92040 P E r Truss: J2 and Warnings before constructs n commences, building component.Applicability of design parameters and proper 2,2x4 compression web bradnq ust be installed where shown+, incorporation of component Is the responsibility of the building designer, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ',,�w.^ DES. BY: EE is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c v `.J SEQ No load should be appied to arty component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, ")7 OREGON ^t,, S E Q. : 60371 80 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, �. Ofd design loads be applied to any component. Design gra for"dry condition"of use. �.h T 1' 14 �,Q �^: TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if Ll necessary. RIO- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII I III VIII VIII VIII[III[IIITPINVECA in BCSI,copies of which will be furnished upon request. git coincidewith jointcenter Ines. 9.Digitsindicatesize off 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(Wet) EXPIRES 12/31/2015 1E1111IIII 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) 86 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0° O.C. 2.3=(-99) 174 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 SG.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 10.8' -74/ 166V 0/ OH 1.50" 0.27 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(•5 psfl uplift at 24 'ac s acp incl REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 0-11-09 T T MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001' @ 0'- 10.8" 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. P CV o r- 0 V 0f_ CO 0 �� C o/- ►' 111.- 14 -3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5-A POLYGON NH - J1 �s > tG �RQ�F�s Scale: 0.6505 `CJ �(N /39 n WARNINGS: GENERAL NOTES,unless otherwise noted: 4444 """'^ -'7 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 � `.92 s 0 PE t Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang 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: EE is the responsibility of the erector.Additionalpermanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by P ty 9 continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). ,.^ ',P DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `f-� �,' �]-7 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "�Y` OREGON �!,/ SEQ. : 603/ 181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j.. A \%SA�. design loads be applied to any component. and ere for"drycondition"of use. / ,1 4 D c TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge it �� fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage isftrussed. illfiR81 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 IIIIII'IIII'IIII IIII IIII IIII IIII)I II IIIITPINYfCA in BCS',copies of which will be famished 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(Wok) EXPIRES:12/31J2015 111 41 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 N16BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF M1$BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7. 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: 0'- 0.0' 0/ 287V -133/ 325H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) 5'- 11.6' -209/ 221V 0/ OH 1.50" 0.28 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 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-11-09 MAX LL DEFL = -0.003" @ 6'- 11.6' Allowed = 0.096" T T MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" 0 5'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o M-4x6 Truss designed for wind loads in the plane of the truss only. � # 444444444444Q r GIf1 ui PANNiN aim u) -• N 6 M-1"5x8' M-3x4 M-3x4 M 3x4 f-- y ,1 y 2-03-12 3-08-04 1-00k 2-05-08 4-06-01 y ' y 6-00 0-11-09 'PROVIDE FULL BEARIN`,:Jts:2.4.9.5' JOB NAME : 5-A POLYGON NH - J7C ` � PRp S� Sale: 0.2881 �5 .C..3/2 z ° WARNINGS: GENERAL NOTES,unless otherwise noted: "V . �•i o C '$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 r t- r Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po tY continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). ` ! DATE: 8/22/2014 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 alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. =s OREGON (Q SEQ. : 60371S2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, \� design loads be applied to any component and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge if /a -T�- 14 "p 'E- T BANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handlvg,shipment and installation of components. Designnecessary. 7. latesassumes adequate thinace Isprovided.truss, R `G�;, 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 IIII I I I VIII VIII IIII IIII IIII IIII IIIITPI/WICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 10E011This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 67 6-8=(-39) 52 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-372) 267 8-8=(-39) 62 6.3=( 0) 52 3-4=(-338) 286 3.8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5" Allowed = 0.290" T 1' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434' -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads v M-4x6 in the plane of the truss only. ro O co co illilkh% 444 A 0 7/- as e o� P- 0 6- M-1.5x3 o M-3x4N M-73x4 0 M-3x4 A- ), y ), 2-03-12 3-08-04 ), ), ), 1, 1-OO, 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2,4,8.5) JOB NAME : 5-A POLYGON NH - J6C ' C'Ro�66' Scale: 0.3244 ..„Fp ! Gq(�ry)/�n7q, / WARNINGS: GENERAL NOTES,unless otherwise noted: Et a&l V /(r(w///c .7 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 CC' !92'•0 PE r' Truss: J 6 C and Warnings before construct on 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. 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY: EE 3.Additional temporary bracing to insure stability during construction 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 pywooding(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of of the building designer, 3. Impact bridging or lateral bracing required where shown++ SEQ C �] o�] 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. 'V O REGON� . , S E Q. : 6037 1 83 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r' `W design bads be applied to any component and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If ' 1 4 fabrication,handling,shipment and installation of components. Desessary. vi tr t C5 7.Design assumes adequate drainage Is provided. '�!C h r»,t` b 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 �l f-5 t 4- I IIIIII I VIII I III IIII VIII VIII IIII IIIITPI/WTCA in BCS!,copies of which will be furnished upon request lines coincide with joint center lines MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E o baisio onnectorofcate size plate 10.Fte 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 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) 86 2.7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C, 2-3=(-372) 267 6.8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3-8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 2656 5.50" 0.43 KDDF 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, �COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacinq.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4' Allowed = 0.295" MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290' 5-11-09 MAX IC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" f f MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8° NOTE:Design assumes moisture content does not exceed 19+4 at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 to co I o 41b. 0 MIO / o� �� o -1. 3 7 M-3x4 M-3x4 M-3x4 y y y 2-03-12 3-0804 1-00j, 2-05-08 3-06-08 y 6-00 (PROVIDE FOLL BEARING:Jts:2.4.B,5I 1v0 PR Qi JOB NAME: 5-A POLYGON NH - J5C os Scale: Q.3224 �� 'C..15/217/17 t`QQ (N WARNINGS: GENERAL NOTES,unless otherwise noted: 4L/� "/2 17PE 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 �` 9 I- Truss: J 5C and Warnings before cpnstructipn commences. budding component.Applicability of design parameters and proper 2.204 compression web gracing ust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary b acing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of a erect r.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length by p y P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '1r DATE' 8/22/2014 the overall structure is)he resp nsibiliy of the building designer. 3.2x Impact bddging or lateral bradng required where shown++ OREGON f . SEQ. : 6037184 4.No load should be app ed toe y component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. y 4t fasteners are complet and al o time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 44 `I'"i I, sov `� design loads be applied to any component. and are far"dry condition"of use '7 TRANS I D: 406556 5.CompuTrus has no control aver and assumes no responsibility for the 8.oecesse assumes full bearing at all supports shown.Shim or wedge if 14 ` �y� fabrication,handling,shipment and installation of components. necessary. 4'' '/4 n'1tits. g. P P° 7.Design assumes adequate drainage is provided. C. 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 1111101111111111111 TPIANiCA in BCS(,copies of which will be famished upon request. git coincidenctwith joint In Ines. 9.Digitssni doplate to(Ines. MiTek USA,Inc./CompuTru6 Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.7=(-58) 82 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1.150 0 6-8=(-70) 98 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=) -14) 44 3-8=(-119) 86 LOADING 4.5=) 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50' 0.14 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 net(-5 psi) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129' MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0,008" @ 3'- 9.4" Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" / -f MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 �� Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, e� r Truss designed for wind loads in the plane of the truss only. v r N O O O Ili .o a/- rIAN M-1.5x3 MZ3X4 O M-3x4 M-3x4 1, ), y 2-03-12 3-08-04 i y y J, 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4.BI JOB NAME : 5-A POLYGON NH - J4C � �` � PR� ��s Scale: 0.4172 5 G'I}N WARNINGS: GENERAL NOTES,unless otherwise noted: K,&, /211 a11' 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 .92t•PE 1' Tr Liss: J4C 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 budding 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• EE 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 ' "�A� DATE: 8/22/2014 responsibilitybuilding designer. Impactbridging or plywood when Cs shown+drywall(BC). -a CC the overall structure is the res nsibili of the 3.2x brid in lateral bracingrequired where ++ SEQ. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON iii S E ete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, \r A. design bads be appked to any component. and are for"dry condition"of use. / .. TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i t 14, 2' �1� fabrication,handling,shipment and installation of components. necessary. p` 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequateatedon drainagecistrus,provided. '�`/ 'R ref�i�t;, IIIIII VIII VIII I III(III VIII(III(III(III 9 1 8.Plates shall be located both faces of truss,and placed so their center f1 TPI/VYfCA 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:12/31/2015 IIIIIIIII 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) 86 2.6=(-58) 82 6.5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(.150) 0 5-7=(-70) 98 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4= 14 44 3.7=(-119) 86 LOADING TC LATERAL SUPPORT co 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' -33/ 317V -62/ 153H 5.50' 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 2-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' T 1' MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" -/ MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129" 12 MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4" Allowed = 0.196" MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0.201" 14.00 V' MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does I/: not exceed 19% at time of manufacture. cD Design conforms to main windforce-resisting t system and components and cladding criteria. Wind: 140 mph' h=2lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), v load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. D U, MIIIIIIIIIw. ,i. ODD Lc) M-1.5x3 '/- o M-3)4 1 M-3x4 y ), 2-03-12 3-08-04 1-00 , 2-05-b8 3-06-08 ), 6-00 'PROVIDE FULL BEARING;Jts:2,4,7I JOB NAME: 5-A POLYGON NH - J3C O�PRO ,. Scale: 0.5570 �� lGG+�1 1 ��(? WARNINGS: GENERAL NOTES,unless otherwise noted: G.j 4G+ �7' '.. I.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. .1 92.•P E �]�+ and Warnings before h structiop commences. building component.Applicability of design parameters and proper Truss: J 3 V 2.2x4 compression web b ting st be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary br cing to I sure 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 length by DES. BY: E E Is the responsibility of t a ere o.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ll BC. 9(r s rywa( ) � DATE: 8/22/2014 the overall structure is t e resdlpt°slMldy of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ Ai IZ" 4.No bad should be app'd to An component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^3FOREGON 4,,,SEQ. : 60`37 1 86 fasteners are complete nd at n time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .4. fl` A., design bads be applied'to any component. and are for"dry condition"of use. / '7'1� rq , TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14 Os necessary. ) ` 4 fabrication,handling,sHpment and installation of components. 7.Design assumes adequate drainage is provided. R`L,.- 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 I III VIII VIII VIII VIII VIII IIII IIII TPINVTCA In BCSI,copies of which will be famished upon request git coincidentwith joint ainrnche. 9.Digitssndsize oplate ein Ines. M MiTek USA,Inc./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 INN 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 TO: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-30) 39 6-5=( 0) 8 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=1-96) 0 5-7=(-43) 53 5.3= 0 49 WEBS: 2x4 KDDF STAND 3.4=(-33` ( )35 3.7=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 son uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.001" @ 1'- 4.2' Allowed = 0.069" 12 MAX LL DEFL = 0.000" @ 5'- 4.7' Allowed = 0.179" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4' Allowed = 0.140" 14.00 V' MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002' @ 5'- 4.7" M 4x6 MAX HORIZ. TL DEFL = 0.002' @ 5'- 4.7" 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �� 0 Design conforms to main d claddingresisting system and components and cladding criteria. COimiiiiii o Wind: 140 mpht h=2O.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. pp CO 0,� lii �e ll ... _ --V ,z, M-3x4 o M-1.5x3 7 " o` 1110.- 1 6 0 M-3x4 M-3x4 1 A-- .1, > . y 1-03-12 4-00-15 0-07-05 y y ), y 1-00 y 1-05-08 4-06-08 y 'PROVIDE FULL BEARING:Jts:2,4,7I 6-00 JOB NAME: 5-A POLYGON NH - J2C . on 4INE Scale: 0.6194 3 ! 01+J\1 ,,.7y.. WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ct� v /G 4+/f! -p, 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 .92$4,PE S" Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper ��r^ 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: EE 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 � ,c continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r != DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7L 'A7 OREGON� �,� SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1X design loads be appied to any component, and are for"dry condition'of use. d ,i TRANS I D: 406556 5.Com uTrus has no control over and assumes no responsibility6.Design assumes full bearing at all supports shown.Shim or wedge if /Q '7 1 4 t 4 p for the necessary. ,�I�`'p S, eb fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. '�f�`' .#ry i 1 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 +T i-1 1.. I III II I III VIII I III IIII IIID ILII III IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Roes 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 114 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-159` 91 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 OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES OVERHANGS: 24.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -82/ 513V -57/ 192H 5.50' 0.82 KDDF ( 625 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDOF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KODF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2 Design checked for flet( psf) uplift at 24 'ac soa iia , 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 = -0.036° @ -2'- 0,0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX BC PANEL LL DEFL = 0.007° @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.1' Allowed = 0.072" MAX HORIZ, LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1" /- -/ NOTE:Design assumes moisture content does 0 not exceed 1996 at time of manufacture. 1 Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 ' Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 Z3 0 CLD 0 Le) IMMI o/- . ...rill' a 201117,N1 4 0=0,-11 -3x• y ), y ,I- 2-00 2-00 2-00 5-11-13 'PROVIDE FULL BEARING;Jts:2,4,3} JOB NAME : 5-A POLYGON NH - S 2 ', ' , Paox�6,s Scale: 0.4859 `5 ! 3,1NE /Q WARNINGS: GENERAL NOTES,unless otherwise noted: v. /Z Z/ryf � 1.Builder end erection co tractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual T 92$0 P c+ 2 and Warnings before nstructic n commences. building component.Applicability of design parameters and proper / E r Truss: SJ G Incorporation of component is the responsibility of the building designer. ateF 2.2x4 compression web b acing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at ��a� 3.Additional temporary br ting to nears stability during construction 2'o.c.and at 10'o.c.respective unless braced throughout their length by /lraw•' DES. BY: EE s the responsibility of e ereCtgr.Additlanat permanent bracing of continuous sheathingsuch as plywood sheathing(TC)end/or d ll BC. DATE• 8/22/2014 the overall structure is t e respahsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown++Ywa( ) C SEQ. : 6037188 non- corrosive No load should be applied to coy component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "Y' OREGON 4,f fasteners are complete end at n0 time should any loads greater than 5.Design assumes trusses are to be used In a nonorrosive environment, I,. 7, r bs A. design loads be applied to any component. and are for"dry condition"of use. / "13, ZQ 4 TRANS I D: 406556 5.CompuT us has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 �� necessary. h fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage Is provided. 41 '' 14.1- 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 1111111111111111111111 TPIIVVECA in BCSI,copies of which will be furnished upon request. git coincidentwith jointfaIn nche. 9.Digitssndsize of plateeto Inches. 1 n MiTek USA,IDC./CompuTfu9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IOIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-90) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625` Connector plate prefix designators: 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF 625) ConnectorCpa (or no prefix) LL = 25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) p ) = 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. GOND. 2: Design checked far net(-s psf( uplift at 24 "dc spa 'nB VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1' Allowed = 0.407" 7.00 I/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1' /- MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co O load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. eu O) O M O 4 O/- 2►� 4 M-3x4 1 1, y )- y 2-00 2-00 1-11-13 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 5-A POLYGON NH - SJ1 <(,. �Ro,��s9 Scale: 0.6869 CJ r', /1(+NE//�/,,p f WARNINGS: GENERAL NOTES,unless otherwise noted: Et,f~ Vl 2 G// lC Y 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 t . `9`2®®P L. C- Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 '� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridgingrequiredptying g° ead where s shownor drywell(BC). m p is the relponsibiof whereo 7� OREGON �``i.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `K SEQ. : 6037189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be appied to any component and are for"dry condition"of use. / .� Q TRANS I D: 406556 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, �o. fabrication,handling,shipment and installation of components. necessary. provided.s p l 6.This design Is fumished subject to the Imitations set forth by 8.PlateDesis shall be locaten assumes d both faces drainage of truss,and placed so their center s��y lin s coincide irAth Illlll IIII I'll'l III IIII VIII VIII IIII III M Te SA, nCTPI/WTCA in JCompuTrus I,copies of iSoftware 7.6.6(1 L)-E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(MITek) int center lines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2-5=(-37) 50 3.5v(-178) 140 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3= .82) 64 WEBS: 2x4 KDDF STAND 3.4= 7 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF 625 LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50" 0.38 KDDF ( 625` Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Decjyn checked for net( 5 osfl ugfift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.040" @ -2'- 0.0° Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" T T T MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8' 4.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 3 4 system and components and cladding criteria. Wind: 140 mph, h=20,1ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads N in the plane of the truss only. O V) CD O N N uo f- 0 2 P;5 1 M-3x4 M-1.5x3 II y ), y 5-05-12 0-03-12 y J' b 2-00 5-09-08 �' '0 PRO e JOB NAME : POLYGON PLAN 5A NH , - H2' - !C 12 Scale: 0.6156 *o' {` INE- -,, WARNINGS: GENERAL NOTES,unless otherwise noted: 44 '1/1 f- 'Q 1.Builder and erection oq tractot lhould be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual4 . � $t-E 1" Truss: H2 2 and Warnings before cgnstructi n commences. building component.Applicability of design parameters and proper 1 I G incorporation of component is the responsibility of the building designer. 2.204 compression web bfadng,rti�st be installed where shown�. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary brining to Insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 41r DES. BY: EE Is the responsibility oftl a erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d It BC. ! r � e(r ) Mva( ) :. DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ w1 f(C 4.No load should be ape d to en r component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "y7 OREGON e, SEQ. : 6048198 fasteners are complete ndsat np time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j.. �0'i N� k design loads be applied to any omponent. and ere for"dry condition"of use. / -.7 i' r,(} .+},,. TRANS I D: 40731 1 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if f3 14 �¢ nesessary. �+. { fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. j R I LN- 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 IIIb II II VIII IIIb VIII VIII IIIb IIIb TPINVTCA In BCSI,copies of which will be famished upon request. 9.Digit indicate with jointpate in inches MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForibasicl connectorplatevalues see ESR-1311,E5R-1988(MITek) EXPIRES:12/31/2015 111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) 2'- 6.2" -29/ 61V 0/ OH 1.50" 0,10 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) C,CN,CI8,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. (GOND. 2: De_sign checked far net(-F psfl uplift at 24 "oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" 4.00 MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '- 3 --' Truss designed for wind loads in the plane of the truss only. 0 N O 4 M-3x4 ) y ) 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 �` � DRQ ( Scale: 0.7786 C; IN WARNINGS: GENERAL NOTES,unless otherwise noted: 1{1 v r '44// 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . `92 0 I P E 1 Truss: I u I 1 and Warnings before construction commences, building component.Applicability of design parameters and proper �s 2.204 compression web braang must be Installed where shown+. Incorporation of component is the responsibility of the building designer. fr` t!_-,r+""` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,r+'"a^' DES. BY: EE 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). . rlO, DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ rt (')r- SC�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. 7 OREGON w E Q corrosive environment, L,,, ��V \b A TRANS I D: 407311 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f) 1 4 2 ��4 fabrication,handing,shipment and installation of components. necessary. �"`py� 7.Design assumes adequate drainage is provided. "'+�T.1'1 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 +'T 1'1 IIIIII III VIII ILII VIII VIII IIIIII I IIII TPINVECA In BCSI,copies of which will be furnished upon request. git coincidenictwith jointacenter lines. 9.Digits indicate size of plate Into Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI R ES:12/31/2015 401-06 r ik.,. -53 • -- CV CNI .s— *- @ @ @ @ 7 , 1 J1 1 - _41 CV - J2 . , :\ , J2C , , J3 ___ ' J3C J4 , • . A : ,,_ ,,_... 712 1 , , J6C l' , 1:‘ ,\l'•\ J7. . . .. _ J7C , , 4 J8 __ . L_. R. — J8 04 J9 _ , : ro.... ---- 1 . J9 . / / ( / '‘ J10 ti J11 . , , . J11 - ..... !!? -I, - ..,-, .., lial ... .—. J10 r.. F-- . t • ..___ 1412 1 , T14.-•12 , J7 , _ i 1 7 12 — J6 , . - / \ — . A _____ J12(10) ' 1 _ .__. , J12 (5) ,' __., • - 49 . HGUS26 . 14:12 MI HGus26 1 • e tr. I 2 , J13 . ), ,--4-, .., Cl . 00,1 . i 44----1 -. 12 D " .s. A gi ICI . 1 CONFORMS TO DESIGN CONCEPT LI CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT q.ELSIONS AS StiOWN 0 CONFORMS TO DESIGN CONCEPT ' 5 LIEN CONFORMAG-REVISE AND RESUBMIT 0=1SZZSIGN COWEPT wail THIS SHOP DRAENG HAS BEEP REVIEWED FOR GENERAL CONFORMANCE 201-6' 0 NONCONFORMING ONLY FABRICATOR/VENDOR OF RESPCNSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIEICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. E..., AlexiaFukui Datv 9t2/14 MILBRANDI ARCHITEETS By; Todd A. Eaton Date: September 19, 2014 CT ENGINEERING Offright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL Gai 1 PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS Pakmumber PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TR REVIEW AND APPROVE OF ALL COMPANY US S 4 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.