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Plans (93) rns - :(`., - lot 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 Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. co- PRQf �5 c N,ELc /� ct 87 e. 2PE r cn '0,>,OREGON BER 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. ...... lot 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,loNIo ite `1 ir 10 , ;49639 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. y- 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:j7axn4OsHnThyalJAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU? 1 2-6-0 I I 2-2-9 II 1-2-0 11 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 0 N i - 1801.1............ — 411111111114141141141111141111ir - e ee 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 114-9 I 9-11-9 101t1r1 111-3-1 1 1 16-4-12 I 9-11-9 o-i-'8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets 0(Y): f10:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d 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 BOLL 0.0 Rep Stress Incr YES WB 0.56 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 (Ib/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. IONIC) TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 0 0 Wl�$ 4r A,' ar 3 ":I' NOTES .'4" Vie{' q.• 0t 1)Unbalanced floor live loads have been considered for this design. �'^ / N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '0 49639 , be attached to walls at their outer ends or restrained by other means. ISTER LOAD CASE(S) StandardNLAG % ,4' ~. , OtN, ' <, w ,,.c. 87022P, i rki y �'5j OR GUN tiT�jv 0 ' BEA 1 �. t9 IN EXPIRES:06/30/2015 April 22,2014 i I A WARNIMS.-Year design paramsra?rs aad RE )i AWES CM IHIE AM ihrittlID hillEKRE€€R€h4"E PAGE HffI.7 413 mx.1/25/28148EF08EUSE 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 AIIII is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■�'�e .. 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 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 it P (Sf5t kfevisnpectf ,n,edestgnuatuesars , 06/02/zess.sbyMSC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(notional) 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:j7axn4OsHnThIyaUAczwOszXl UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ 2{r0 I 2-0-11 11 1-2-0 I I 1-0-9 I Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 ° _ _%4414001144014.04444 o e 0 ° ° e e ° 1 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 9-1113 111-1-3 1 I 14-10-12 I 9-9-11 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets 0(Y): f10:0-1-8,Edael.111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 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(Ib)or less except when shown. o'VONIo Itt 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 0% �v WAS WEBS 6-10=-418/0,2 13=-1467/0,2-12=0/844,4-11=-536/22,7-9=-1480/0,7-10=0/810 Cr ,e + Q Is NOTES C k" - ta 1)Unbalanced floor live loads have been considered for this design. 1 2)Refer to girder(s)for truss to truss connections. 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 to9 39 G4 i7 be attached to walls at their outer ends or restrained by other means. 'GxXT LOAD CASE(S) Standard 37.01ST 1.,.0 ?V) PRQpe, w�\�' IN£ R cS/%� 4 87022PE r" / 7 - OREGO q�Acv EXPIRES:06/3012015 April 22,2014 8 f ®&WC-Ver.-lydesignparameferssndREADICTES°MINISAND7'4TWEEDMITESREFB PAGE MIT.7473rec/,/2x/2014BEMUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and v 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�'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.defrvery,erection and bracing,consult ANSI/TPI1 Quality Cdleria,DSB-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safety Inlormrtlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f 5 amine t Pine 41.31 le natter is specified,the-design values arc three effective 061011201.3 byA:SC 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 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcG0fs?czOQTz 2-6-0 I I 2-5-1 I I 1-2-0 1 1 2-4-11 1 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 o ►' e e _ o N A e e AMS 1 ..`" 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 1 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): F10:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (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. kyr©NIC) TOP CHORD 2-3=2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 ,e501 WA i 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 (.per `�7 i Y t NOTES 1� ? �1, t' co e t4 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. e 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 toc, be attached to walls at their outer ends or restrained by other means. ' 49639 ><Y, ki LOAD CASE(S) Standard 044, �S0NALC3 p�D PRQ�� - .n� yGINFk- ,,,,_<'a 04, (0 8 • 2PE 'r" P -5, OREGO ti?Ati 0 $' BER \� hr ` A. HE EXPIRES:06/300015 April 22,2014 a A tsNl:¥a-Yer;Pp¢teparametersrarae€ers and READ f�d€S CNMAW a? i;!€ta?d:F€!C REFERENCE PAGE HU7413 Mr.Mr.i;Z9f201d Af?:".4Et15? Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown .r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Ifsor ern,rine45P)t vis the design sate effective GG/OSfzOu.sbyAt$C Job Truss Truss Type Qty Ply 5A R41832510 PL14-89 UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQ1VgPPX2zOQTy I 2-30 1 1-4-11 1 1 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 • 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 i\ 3 4 5;- ; 12 11 3x4= 3x8= 3x5= 3x4= 4x4= 3x4 = 14-3-11 I 13-1-11 11-8-111 1 18-1-4 1 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): r12:0-1-8.Edae1,113:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 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 (Ib/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. 120N10 TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=2477/0,8-9=-2477/0 �� BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 0 � WA Ski.S Y' 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, i0 S{,, , It 6-13=-860/0 1.."J / 4-, 0 r,J NOTES t f 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. Ti`s r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. j 4}639 44 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 (� IHT be attached to walls at their outer ends or restrained by other means. , � '7ON til LOAD CASE(S) Standard ,'c o 9 PRALt�Fss 4‘y�'(NF9 /0c . *-7 87022P; <' 4 CliJ y ':j; OR GON of£ NJ ?= 4i8 E R #N as A. He 4 P EXPIRES:06!30/2015 April 22,2014 e r ®wARND6.Ver.'1yduuii n Flamm and READ MIESON7f/T NE ncca/LED ICTEK REFERENCEPAGE MtIE 7473rec 1/25/2CUREctINEUSE —_ Design valid for use only with Muck 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 responsibillify 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/1P11 Quail ly 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. Citms Heights,CA,95610 If Southern Fine lSP)lumber is u xeciied,the adesigss values are those e4fective 06/01/202:6 by MSC Job Truss Truss Type Qty Ply 5A PL14-89 9 1 UP F05 Floor R41832511 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 132014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn40sHnThIyaUAczwoszX1 UY-nsadoSLczlsfK3jta4mPhKZrv0XsafyvjK8z4Vz0QTx 1 1-3-0 1 1 1-1-1 ii 1-2-0 I I 2-4-15 1 2-6-0 1 Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 N 1-/ N ,r N 7 l e, N e, � a / - e � Ic'� O O O e e 26 25 24 23 22 21 20 19 18 j 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5 = 3x5 WB= 15-7-9 1 14-5-9 5-0-9 20-9-8 14-5-9 5-7-0 5-7-0 I 5-1-15 I Plate Offsets(X,Y): f12:0-1-8,Edgel,f18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d 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/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. vONTL1 TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7 8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, Q O s . } 13-14=-3519/0,1415=-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, V` 1°' �' 19-20=0/3519,18-19=0/3519,17-18=0/1990 , WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 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, 12-:::::::ave rr NOTES + 9639 1)Unbalanced floor been considered for this design. 9cr ° 2)All plates are 1.5x3 MT20 unless otherwise indicated. SIO 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/IPI 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. D PROFFs LOAD CASE(S) Standard �,Ca �NGIN�, '3 = 870 2PE /p (f) y0. OREGON rE 41.1)1 A. Hen EXPIRES:06/30/2015 April 22,2014 Akfm.om -Vr.'tydesiggnparxl torxa,dREAD SGTESONmu&AleeDVIMEDMIT€KBEFE�z'waPAGEMMIT7473re&112512613 t/ $ Design valid for use only with Mires 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 k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction S the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Alibi(' fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quaff*Cdleda,DSB-89 and BCSI Bonding 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,s5s10 IfSeutlsarn Pint 4SP)lumar bit ap.>siile4 the design*Atkins arethere effective 06,101/20x3 by Mer g Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw 1-4-0 I 2-6-0 3 I 1 1.5x3 II 2 3x4= 1.5x3 II Scale=1:8.7 II II II .4101111111 N MIR nye 1 11 4 5 yl 304= 3x4= 1-8 4-1-0 1-81 3-11-8 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y ONTO , NOTES ��C � WAS/>- 2) 1)Refer to girder(s)for truss to truss connections. lir 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 0 I 3)This truss is designed in accordance with the 2012 International BuildingCode section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fasteed to each truss with 3-10d(0.131"X 3")nails. Strongbacks to N be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 49639 sIONAL 1' ��V O PROF ess ttrco. NG1 �9 f�9 87022PE <' 04 y `4 OR GO etc,:) z -A ..4.,,$EP '� P ' SA. He EXPIRES:06/30/2015 April 22,2014 a a r A INARIQI. -t='&f de=(n pcame€er_s and READ Pt Try c 17HIS ANC mum MZTV(REFERENCE M9E MTI 7473 al&09/2&Id BEMUSE ....I. 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 a 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 INE 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crlteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Sale*Information available from if Sa sern itis a ISP)lumbser is spec Plate dSCn jus Bitoes are:tdfatee ewecctisre Oe/O0j2O 3 byht.SC 22314. Citrus Heights,CA,95810 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:j7axn40sHnThIyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 1 1 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x5= 1.5x3 I I 1 2 3x8 3 4 5 6 7 8 9 10 11 e tNT N o o e e e a e 19 " 17 16 15 14 13 TZ 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 I I 3x4 = 3x4= 1 1-10-12 2-9,t4 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edoel,f8:0-1-8,Edgel,113:0-1-8,Edael.f19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 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 IBC2012rTP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No,1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (lb) Max- .Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, OCa /As WA3 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, Jjq`f +jam 12-13=0/909 J r h <tS 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, I 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTESP $ '. 1)Unbalanced floor live loads have been considered for this design. (D , 4, _n 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/Mil. .4i,,, A ,c0 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. c;[) P ROFF The design/selection of such connection device(s)is the responsibility of others. s." +s t'O / 7)In the LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B). ��Cj Sc- l , LOAD CASE(S) Standard " 87022P -57 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) (p Vert:1=-304(F) 7 ��� OREGO tis44/ q 0 �i�$ER 1' S A. HE EXPIRES:06130/2015 April 22,2014 9 9 ®WARNING-Vet/fy design parameters and READ te0 TES GM THIS ANO€MITt€0ED MUER k€€€TsEME PAGE H/I 7473 ma I/29/2914BERM USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTele erector.Additional permanent bracing of the overall structure is the responsibility of the buildingfY11designer.For general guidance regarding 1 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ii5:ate:here Pine ISM iarmlosr is specified.the design ratites are these effective 06/01/201.3 by ALSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89_UP FOB Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDB WSSGDJ6JzBSbchgnApLQINdhpzOQTu 1 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 8 e \\_: e v o G N ry ,7")...._ e e /y \p 11 9 — 8 3x4 e 3x4= �7 LX\ 3x4= 3x4= I 3-1-2 3-?-10 3-9-10 1 4-4-10 416$ 8-6-8 I 3-1-2 0-1-h 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(XX): 18:0-1-8,Edge1,19:0-1-8,Edgel 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 purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y1ONIO 14, TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 �Y, BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 QC WASjii. `r{ WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 C.14' i Z / — 0 i.... NOTES r • k' 1•• N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'd� 4 39 be attached to walls at their outer ends or restrained by other means. q>�+ GIST LOAD CASES) Standard 5IONALSt4 ttiQ,�� P RQ Fss 1 N2PE 1 1°4--"C" ir y rn'0j; OREGO et? �� ��CBER IP -© A. HE EXPIRES:06/30/2015 April 22,2014 A AWAIWT;Gs veal,design prameterssodREAIW3ICES0t#7HISAt INCIAZ ED WIEK REFEREM7 rAGE Mg 7413;et 125/2014B EWE 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 MiTek e < 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/r9it Qualify Criteria,DSB-69 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 ifSauthern.iotne(SP)Welber is=tsacified,the designs vsfaxas are these effuctiwc 06/051/201.3 by MSC Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-feg8ep060_N4pg1epwgLrAjdNO2oWfDVey6ADGz0QTt I 2-6-0 I D-5-6 I I 1-2-0 11 1.7-2 Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II J e 9 4 9 8 71.5x3 II 6 3x4=- 3x4 3x4= 3x4 = I 3-0-14 3r2' 3-9-6 1 4-4-6 1 6-2-8 1 3-0-14 0-1-6 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): I4:0-1-8,Edgel.I8:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 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!nor 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. A l Ni° TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 �40 �,v S WEBS 2-9=-456/0,4-6=-424/0 NOTES /} ,; {� t 1)Unbalanced floor live loads have been considered for this design. t I 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. 1 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'd 49639 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 7 be attached to walls at their outer ends or restrained by other means. 4ZsiiFS r1~R ' LOAD CASE(S) Standard 5�0 L cy ' cD NGIN P R Qp .ER /0 ,' 870 2PE ti- 7 5. `‘"pi, GREG ;N ti" 1.vN A. HE, EXPIRES:0613012015 April 22,2014 4 A At Fs m-Ye^'ydc ignparamr-tersandREAD ICWSOMDfiSAMTCLUf!iEDMira REFEREEffaMGEMIL 7473;caT/28/20x14 SFJNE USE —� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiT�r k' 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/1141 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, teeter-it Amax lxasnr is s 8a }saz. act,the desigar avSuxs are,beccx#t effective 06�ftl1/2.0131xy.A SC ghts,CA,95610 1#Svxhx Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXlUYfeg8ep060_N4pg1epwgLrAjc201vWd Vey6ADGzOQTt I 2-6-0 1 0-5-10 I I 1-2-0 11 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 O 0N N e e 9 e e 8 3x4= 1C' 3x4= 3x4= 3x4= 1 3-1-2 31-0 3-9-10 1 4-4-10 416-128-8-8 1 3-1-2 0-1-80-7-0 0-7-0 011- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edoe1,f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO 4,� TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 Q �f WAS44 4 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 rt,,. V ,V „„,:rr k�= O NOTES 1. tllN 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. Ilw 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 , 49639 ,G be attached.to walls at their outer ends or restrained by other means. ',4, � �'ili'i „may ' LOAD CASE(S) Standard AS) 0/STA 6 4,, cO ROp 8 • 2PE , v-- '5.. ''0),ORM° 453 fit/ EXPIRES:06/30/2015 April 22,2014 i — 1 Qk€.Lsfdi;?i.Ver<rdesignpan*wrsandREAD+l IES WM'SSAND:YC#[ EFS MIEN REFERENCE PAGE MT 7473m I,29/2018H£�"..USE �' 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 11 A�T�1R�" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVi f 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 tl Souuti eras Pise(SPf available lumber s specified, dear ur snetues ateethese®#uectire 06/10113013 isyA1:5C'4. Chins Heights,CA,95610 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:j7axn4OsHnThlyaUAczwOszX1 UY-8gNWr9PknHVxQgcqNdLaOOGj6PFoF_VetcsklizOQTs 2-6-0 I I 2-3-5 ii 1-2-0 it 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 I- / \ O e G / \ N t- e e 11 1' 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-113 11-3-131 1 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): f10:0-1-8,Edael,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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/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=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4ONfO TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 I '4L'�x BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 doj �v v,,Am Ti�. 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 �� 11 NOTES a k �'t 1)Unbalanced floor live loads have been considered for this design. 1N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/-PI 1. g 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "r "` • 49639 be attached to walls at their outer ends or restrained by other means. E� LOAD CASE(S) Standard 3*IONTAG fl +4, 10 co pROPe GSF / ti9 � �w ' 870 2PE 04 ysfiAj�OREGO; (15.O� C' 'yi3E{t A\ 0S4. HERt-IS EXPIRES:06/3012015 April 22,2014 A 1t.tccsmo-4er:tyrtesiyp paramcers aiid REAL 827ES ON THIS AND INCIZED NITE!f SEFE(ENCE MO!NIP 7473 rex 1125/2!14IOW USE Design valid for use only with M7ek connectors.This design is based only upon 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 b for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi Tele Additional permanent bracing of the overall structure is the responsibility of the buildingT@�C" designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781.N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ti Southern Pine fSP)lumber is&ossified,the design vatues are shote eftctive 05/01/201.3 bydsi&C Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXlUYcOxu3VPNYbdo2_B1xLspxbpq?pYt Q1n6GbHH8zOQTr I 2-3-0 I .I 1-4-11 II 1-2-0 II 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e _ e _ e e e e o N e N e 1.g 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-1II I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edael.113:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud 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 Incr YES WB 0.61 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=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. '0NIO 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=0/1731C3' O' W'Sl 4 WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,415=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, 4Q sr- 6-13=-853/0 7 / k G, to3 1til L"3 NOTES I( 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4-,-r it)3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0 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 e IS1 '9 be attached to walls at their outer ends or restrained by other means. , LOAD CASE(S) Standard \c? eAAG N Ftp sf 87022Pf r y �-oj;OR GON tia441 . 0,sA N SP EXPIRES:06/30/2015 April 22,2014 f -Ve _ Y i mli A vrAAMM.: Way design paramours and READ MIES ON MIS AM MIXED MITEK 5EFEAENa PAGE MI.7 473 mg 1125120148EEtktELSE 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 MTek^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Crtteda,058-89 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 rtSauthern.Fine OOP)lumber is utezigeai,the deisgn%mkt u urn tlwse effective o6/Olf2O33 by MSG Job Truss Truss Type Qty Ply 5A PL14-89_UP F14 Floor 6 1 R41832519 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon .. 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszxl UY-cOxu3VPNYbdo2_B1 xLspxbpv4peR_UOn6GbHH8zOQTr I 2-0-0 I I 1-10-1 1 1 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 2 1.5x3 II 3 4 5 6 3x4= 7 A R 4 N e ' .- 1 e 1 E 11 10 9 3x4= 3x5= 3x4= 1.5x3 II 3x4=- I I 8-2-9 I -9- B9 19-0-s I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edge),110:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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. ONIO N, TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 oO A5 WEBS 2-12=-994/0,2-11=0/571,4-10=443/3,6-8=-1277/0 Q NOTES IT 't ��? Ox V5 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. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 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 4! t7 be attached to walls at their outer ends or restrained by other means. 4 49639 t. tS LOAD CASE(S) Standard Stir' S ONAL ���c o PRQp . ���co NGIN F.. (p -17 870 2PE ai 7 0)` OREGO ti 4/ 0 SER i'N 4 ,q F1 EXPIRES:06/30/2015 April 22,2014 4 A W4RNIMi-Verify design raramctxrs sod REAP O ES ON THIS AM I//LUSEO MP(REFERENCE.PAGE NIL 1473 m c.I,/29/2011MEM:FU§E —_ 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 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 ANS1/TP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights.CA,95610 ifSauthean.Pine)5p)lumd lawris specified,the wsign taitte"s ma Hansa effective 06/411P013irt.AMSC Job Truss Truss TypeQty Ply 5A R41832520 PL14-89 UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-YP3f BRd4CtWHIKP2mvH00uKrdQGRS_4Za40M1zOQTp 1 1-4-12 1 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J � 7 5 4 3x4= 3x4= 2-11-12 I 2-11-12 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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 puriins, 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=-304/04 'ONIO jai, NOTES �0 0..Yrtt�Sj�f 1)Refer to girder(s)for truss to truss connections. ), t,. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f , 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 c (0.n trS be attached to walls at their outer ends or restrained by other means. 4 f 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. 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). �r�J 49639 ,41 ISW LOAD CASE(S) Standard Q 4S 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4$ NAL' Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) NC? GiNEFR s/0 1.4 87022P; "" y 'TAj OR GON A. HERO EXPIRES:06/30/2015 April 22,2014 4 F IISE tfARhff:st'"i-Veer dcaisZn =me las and READ MED ON THIS A f/MIMEDldfSEK REFERENCE�HU >T3 f see i;'2�f2�4id 13R<'.kYf 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 a the responsibillity of the /�A#T�1R�" 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safe1f Saiiebem.pine(2P/iinresbes s specified,the'd 'w e igyr 781 information available from Truss Plate Institute, ace re Street.Suite 312,Alexandria.VA 22314. Citrus Heights.CA.95610 these effective 06/01/2013by ArLSC' Job Truss Truss Type Qty Ply 5A R41832521 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:j7axn4OsHnThIyaUAczwOszX1 UY-4CVHGrQ?Jvffg81DV2O2TpL6KD22izQxKwLrgbzOQTq 1-6-0 I 1-5-10 1 1 1-2-0 I I 1-4-14 1 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 II 1 23x4= 11 3 4 53x4= 8 oc N N 10 X( ) y e 8.3x4= 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): f8:0-1-8,Edoe1,f9:0-1-8,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 0.26 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 Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. ,010N10 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 4dj v W �j ' . WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 (j 'CP 'S IN, �')Gy, NOTES • k ,� tll 1)Unbalanced floor live loads have been considered for this design. 1 . N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4r 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 4k''be attached to walls at their outer ends or restrained by other means. + �� t} 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. ,c> I51 The design/selection of such connection device(s)is the responsibility of others. 40N Val 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 cO P R OF Uniform Loads(plf)Vert 7-10=-8,1-6=-80 4\. �`CP Concentrated Loads(Ib) c0� � G1� � / Vert:11=-169(B) k✓ 87022PEr" / y rn4j,"OREGO '( L,rjU 00 4&ER 1 EXPIRES:O&30/2015 April 22,2014 4. e ®KAMM+Way desiraparamemrssod READ WITS ONSNEBAND E.k31I0E0 NITEK REFERENCE PAGE MIT 7473is 1115/2014 BEMU 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 ■=-�e * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingf� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,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 ifSaswraaro Pim(SP)limber it specifier*the s'gnarafttes are.these effective 06,/(3!2(1.3 byALEC . Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/q Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) u Damage or Personal Injury are indicated. g j ry IMIlirDimensions are in ft-in-sixteenths. IINkb. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0"1/16 r4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I E !a_ bracing should be considered. 3. Never exceed the design loading shown and never ip 11L\11111116 �� stack materials on inadequately braced trusses. a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ c7-8 co-? c5-6 designer,erection supervisor,property owner and plates 0-14g' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that 4# # 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 MiTeke All Rights Reserved approval of an engineer. ■iMM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ►_� . 1.101111111111 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 11111 ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. ire and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1 40'-0' AR1 AR1 (V N , / .. • L—___,-4_____,____; 1 . r 19 ---kJ1 1 J J2 J `\ J3 M J4 EstJ. Al , ...-• J5 A 7: 12 J7 Silk .--. J7 . J8 J9-.. adJ9 J11 ! 1� r m , J10 J11 4, - J11 c J10 4 4 J8-- , • J7 J6L_, 7:I2 - \ 1 J12(10 J13 (5) ■ HGUS28 i f4 11:12 ' HGU5t8 HUM1',I:12, ! _ _�_�=,rte e ■ T- K =- p., im I ,1 N ^' — -----— — l 7: Ids `Jt L gii ►i CONFORMS TO DESIGN CONCEPT / / T NI 0 CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS AS SHOWN 11x'81 I I©CONFORMS TO DESIGN CONCEPT I NON-CONFORMING-REC/ISE AND RESUBMIT El ©CONFOONS NOTEDRMS TO CONCEPT WITH ` NON CONFORMING REVISE&RESUBMIT THIS SHOP DRAWIF HAS BEEN REVIEW D FOR GENERAL CONFORMANCE 201-6 . I s LP:0,i1,40 _. , , 5 Y. X; t WITH H DESIGN CONCEPT ONLY AND OES NOT PE_IEv 1 .-°- ' �� c00',:07,,,,,'T,;48,00 - FABRICATOR/VENDOR D RESPONS:BIL Y FOR CONFORMANCE WITH THE wn s a ANY, a_ e i n .e r .lP lt,. S NN 4v DESIGN DRAWINGS AND SPE._FICATICN ALL J•r,7l.r A._F IL'tt 11 gy Alexia Fukui Dare 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY AIL DIMENSIONS: MILBRANDT A R I N I T E t T S By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC CCopyright CompuTrusInc.2006 b ILUER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL .' DRAWINGS FOR ALL FURTHER PLAN 5-A COFFER INFORMATION.ONSIBLEFORA BUILDING hem..40.11 Uffliber DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS A TO TRUSS CONNECTIONS.BUILDING 5-A / A-ADESIGNER/ENGINEER OF RECORD TO CHECKED BY: REVIEW AND APPROVE OF ALL :lit T COMPANY ` DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. D 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI!WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). JO, 1 o. %API V i *vi: ' ". i t ill- r'I ,4^ om. 't, y } its.' IIIIIIIAll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.10=(-799) 2686 3.10=�-300) 336 BC: 2x4 KDDF N188TR SPACED 24,0' O.C. 2- 3= -3018) 1136 10.11= -562 2250 10. 4=(-235) 629 WEBS: 2x4 KDDF STAND; 3- 4= -2885) 1241 11.12=-258) 1671 4.11=(-736) 574 2x4 DF STAND A LOADING 4- 5= -2255) 1147 12-13=(-597) 2094 11. 5=1-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255) 1147 13- 8=)-834) 2444 5-12= -460 1077 TCLATERAL SUPPORT <= 12"0C. UON. 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 BOG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix' = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25' ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL 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" I MAX LL DEFL = -0.036' @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 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 f f f f f f f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 M-4x6 7.00 system and components and cladding criteria. 4.0" Wind: 140 m ht h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 .(-4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), „! load duration factor=l.6, M-5x8(S) Truss designed for wind loads in the plane of the truss only. -5 0.25" 0M.25"x8(S) . cc 0 v3 o M-1.5x3 M-1.5x3 v ,_ \ • 00 A A 2. t0 0.25" 0.251 M 3x4 M 3x8'CD 80 - M-3x8 M-3x4 M-5x8(S) M-5x8(S) * * * * * * y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y * 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 Op PROpe• JOB NAME : 5-A POLYGON NH - B23pale: 0,1445 ,��,�ti GINE 6'6i WARNINGS: GENERAL NOTES,unless otherwise noted: 445 /2 Zi fir?`' �,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual4. =92 P E �] building component.Applicability of design parameters and proper /k' Truss: B2 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. r�/P 2. compression web bracinmust 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 ,�', ` cc DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch es 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 r lateral bring required where hown++ 1 6037152 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. ^p‘..?, Q�Er70}N �((� SEQ. : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i design loads be applied to any component. and ere for"dry condition"of use. /�1 '7.}�' r��j ^�+. 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 V 4 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. )i li`LA" 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111411 TPINVTCA in BCSI,copies of which will be furnished upon request lines coincide with joint aIn Inches.9.Diitsindsize oplate eIn Ines. t1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPMEr (2/ (/+2U� 1 I1IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 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 1ANTR SPACED 24.0" O.C. 3-2- 4=(-2865) 1232 10.11127 1=(-267) 1637 4.10=2217 9- (-737) 630 574 WEBS: 2x4 KDDF STAND; 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= -2229116412- 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 plate BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,•CN18 ((orrrno1x prefix1) = ors:CompuTrus, Inc LLIIVEOLOADCHORD AT LOCATION(S)FOR SPECIFIEDLIMITED IBC STORAGE1 . LOCATIONS0'- 0.0" -380/REACTIONS 2064V -302/ 31IONS 6H 5.50" 3 30ZE N KDDFP( 625 M,M2OHS,M18HS,IM16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2' -281/ 1855V 0/ OH 5.50' 2.97 KDDF ( 6254 JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans ICOND. 2: Design checked far net(•5 psf) uplift at 24 "ac s ap cine 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 IL 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 T 'I Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. T '1 '1 < T '1 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(D1r), 7.00 1./ M 4X6 7.00 load duration factor=1.6 4.0" Truss designed for wind loads 5 in the plane of the truss only. NI M-5x8(5) % ,, M-5x8(S) 0.25" 0.25" 0 co0 v M-1t,5x s ,M-3x5 \ M-1.5x3 co A o 0 2 r 9 10 'r 11 12 8** o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) 1, 1, y 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 Scale: 0.1411 ,5'r` G1�N Ore WARNINGS: GENERAL NOTES,unless otherwise noted: t(,trZ /:! -dry+ 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 'rt' ;92.0 FE 1"" Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. fe" 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 ofthe erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) ry ( ) the overall structure is the responsibility of the buildingdesigner. pyingoequired w C and/or d well BC. !- 1r DATE: 8/22/2014 Po b 9 3.2x Impact bridging or lateral bracing required where shown++ w4 4.No load should be appled to any component until ever all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -377 ,OREGON �ke SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, 1} design loads be applied to any component. and are for"dry condition"of use. f�` .�y p 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 4 �le fabrication,handing,shipment and installation of components. necessary. 4I 7.Design assumes adequate drainage is provided. PRI I L- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed so their center r'7 rl IIIIII VIII VIII I III III VIII VIII III IIIITPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. 10. I n MiTek USA,InC./COfnpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 111111 1111 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 TO: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 114 2-11= -1431) 2572 3-11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-2. 3=1.3025) 987 12-13= -1288 992 11-12= 1 2330 11- 4=) --49 296 WEBS: 2x4 KDDF STAND; 445 367 2x4 OF STAND A; LOADING 4- 5= -2453 910 13-14= -850) 2024 12- 5= -216 868 2x4 KDDF N1&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 4= 12"OC. UON. 8- 9= -1563) 594 8.14=) -966 497 LL = 25 PSF Ground Snow (Pg) 9-10= -141) 157 14- 1 4-19=(-2329 7700 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 LOCATIONS 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 50.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) M-1.5x4 or equal at non-structural vertical members (uon). ICOND 2' Design chd f eckeor net(-5 psi) uplift at 24 "oc s acp ing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefi = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" M,M20HS,M18HS,M16 = MiTek MTseries MAX LL DEFL = 0.165" @ 15'- 9.7' Allowed = 2.130" MAX TL CREEP DEFL= -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25" ** 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 1`"( 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 1' 1' T1' T 1' 1' T Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15 09-12 load duration factor=l,6t, T I Truss designed for wind loads 12 in the plane of the truss only. 7.00 VM-4x6 M-5x6(5) M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 y 9 $0 -/ 0.25" 4 v , it + -4- 3 0 0 +. + + +E cr r M-1.5x3 0 + 01 0 ,_ o 2', 11 12 '( 13 �i4 15* -'� M-3x8 M-3x4 0.25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) 1 /, 1' J. 1, ), 7-11 7-06 9-05-08 9-03-12 9-04 y y y 2-00 43-06-04 cB PR JOB NAME : 5-A POLYGON NH - AH3 Scale: 0,1584 Cti�,o GI1/49' NE(1P ` i WARNINGS: GENERAL NOTES,unless otherwise noted: 4_, 2^� '37 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual 4:' T9240PE r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3 incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40210111115' DES. BY: EE is'the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ll BC. �!• ' DATE: 8/22/2014 gtT s ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O 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. 7; OREGON fiir SEQ. : 603 71 54 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .,. ,\�` design loads be applied to any component and are for"dry condition"of use. / '7 y oo cTRANS 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 ..,1?, necessary. f.� r-� q fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. /'"FiR"1y 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 111111 I III VIII VIII IIII VIII VIII III IIII TPIMIrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits oncde size oplate to Ines. 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 11111111111 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 KDOF #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 #1&BTR SPACED 24.0" 0.C. 2- 3.(-3025) 992 11-12=(-1288 2429 11. 49 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12.13= 4='-1034 2330 4-12=( -445 367 2x4 OF STAND A; LOADING 4- 5= -2453 910 13-14=1 -850 2024 12- 5=( -216 868 2x4 KOOF #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 <= 12'0C. UON. . TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9.1-1563) 594 8-14=f -966 497 LL = 25 PSF Ground Snow (Pg) 9.10=( -141) 157 14- 9=( -329) 1300 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9.15=(-2078) 770 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS 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 SO.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 COND. 2: Design checked for net( psf) uplift at 24 "oc spacing I M,M2OHS,M18HS, 16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25' MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 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 'I' 4' 1' 4'4' T T 4' 4' (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6�, 15-09-12 Truss designed for wind loads 4' T in the plane of the truss only. 12 M-5x6(S) M-4x6 s7.00 1...-/- M-3x4 k25" =M 9x4 M-10 x3 M-5x6(S) , 7 H 1 -/ 0.25" e a +Vi sr cp o 0 M-1.5x3 + + +t B 4- 0 '7 A ! � w t 2tt tT 2a 5M-3x8 M-3x4 u.25" M-3x4 p51 =M-4x4 M-5x8(S) M-5x8(S) y 1, y ., 1, 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 Scale: 01504 \�`` �jGp+*v �pum WARNINGS: GENERAL NOTES,unless otherwise noted: U/G fel 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 :" !9.2 0$PE c Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper �n 2.2x4 compression web bracng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. fJ" 3.Additional temporery bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ;• ii 000001' . 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 sheathing such as plywood sheathing(TC)end/or dryweil(BC). +fir!= DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. Cr /,� 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L OREGON ^*J SEQ. : 603/ 1 55 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. ,,t� 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 /6 4 3" 14 2.Q T fabrication,handling,shipment and Installation of components. necessary. �I ti �P 7.Design assumes adequate drainage is provided. `l ��t�,tw 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 IIII I I II VIII VIII VIII I III VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea 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 11141 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 44111/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 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&BTR 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 LL 50.0)+DL( 14.0 )= 64.0 PLF b'- 0.0" TO 12'- 0.0" V 4- 6= -4731 1764 14.15= -2062 4966 6-13= 0 419 2x4 DF STAND B; TC UNIF LLI 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` 1088 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" (GOND 2' Design checked for net( p ) uplift at 24 "oc s acp ino l 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,M18HS,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 31-06-09 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 11 11-11 T load duration factor=1.b1, 5-11-14 5-05-02 0-06-10Truss designed for wind loads � � �� � � � � ,rin the plane of the truss only. 5-10-05 6-05 6-05 6-05 6-05.04 11-09-12 'f 11640#12 M-7x8(S) 7.001/ M-5x10 5 =M-6x6 0.. 5" =M-8x6 =M-10x10 M-3x61 M-3x4 c + + ' C + A o0 o o m o M-4x12 /V" - - mr 2 115x3 M-3x10 1 121u.25" =M-4x4 0.255 M-4x106 M-1 =M-8x8(S) =M-10x10(S) ), 1, 1, / y y y , 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 , y 2-00 43-06-04 � CO PROP'fi'Ss JOB NAME : 5-A POLYGON NH - AH1 5 Scale: 0.1519 �I'I Ny -, WARNINGS: GENERAL NOTES,unless otherwise noted: IJ-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 4t >92$•C E Truss: AH1 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 designee 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Adir 000.. DES. BY: Cr is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �m • p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ J:. SEQ. : 6037156 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. -yG , OREGON, pi 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, if design leads be applied to any component and are for"dry condition"of use. �A "7}R 1 nj��"'1t TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Decease assumes full bearing at all supports shown.Shim or wedge if [✓/14Z' f fabrication,handling,shipment and installation of components. ry. ', ) R`I P P° 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 111111 VIII VIII I III VIII VIII VIII IIII IIIITPIMffCA in BCSI,copies of which will be furnished upon request. lines coincide with pp 10.Forjoint center lines. MiTek USA,111`./CompuTrus Software 7.6.6(1 L)-EDigits9. basi connector indicate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 D III 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 #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=1 0) 114 2-11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=f-4062 1544 11.12=S-1139 3226 3-12= 506 350 204 DF 2400F 85 3- 4=1-30735 1177 12.14=1 -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= -836) 2403 6.16= 434 1178 LL = 25 PSF Ground Snow (Pg) 9.10= 0 11416- 7=) -7225 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 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625 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 far net(-5 psi) uplift at 24 "oc s acg ing.I 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 T 5-10-08 T 7-04-12 , 7-02-08 T 7-02-08 T 7-05-13 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 Q 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 i' Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8(:) M 5x8(S) Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25" load duration factor=1.6 Truss designed for wind loads •+•- o\ in the plane of the truss only. c, o M-3x4 M-1.5x3 v M-3x4 M-4x6 i___ o r_� o A L/t � 12 c2 ��: �.._ = in 1� M-5x6 M-3x4 0 1 15 16 -,�,. n ,` 9 0 M-4x6+ 8M-5x10 0.25" M-3x4 M-3x8 0 - 2.75 2,04 ._M-4x10 M18HS-5x16(S) 12 12 2, ), )' i' J' )' y )' p,-05-0 5-10-08 6-02 0-J1-12 10-04-12 8-11-15 8-11-01 , , ,, y-05-08 12-00-08 1710-04 27-05-04 ,2-00 y2-ooy 14-06 29-03-08 , , 2-00 43-09-08 2-00 ape JOB NAME : 5-A POLYGON NH - 63 Scale: 0.1309 5�'� CSN k9J1A- WARNINGS: GENERAL NOTES,unless otherwise noted: 4{r /2 j' "�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' `92••P E 1' Truss: 63 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 r�r is the respons bility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d well BC. "AR= ` DATE: 8/22/2014responsibilitybuilding designer. p bridging PMno q g(r ) ry ( ) �"` �C" the overall structure is the res nsibili of the 3.2x Impact bdd 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. OREGON 40 SEQ. : 6037157 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 N A, design loads be applied to any component and are for"dry condition"of use. / }. (� 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 14 rr?. �t$4 fabrication,handling,shipment and Installation of components. necessary. T' 7.Design assumes adequate drainage is provided. 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 }f•-�" 111111111111111111 TPI WfCA In BCSI,copies of which will furnished upon request. Digits9. git coincidedictwith jointp�centerte In Inches.nche. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. r basic connectorplatevalues 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 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Ai&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.15= -1177) 3199 15- 3=( -99 614 22-13=1 -87) 221 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3= -3891) 1497 15.16=) -931) 2763 15- 4.(-277) 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508) 1481 16-18= -757) 2413 4-16.(-342 253 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= -5565 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"0C. UON. TOTAL LOAD= 42.0 PSF 6- B= -2026 1048 20-21= -542 2142 18- 8= -92 159 LL = 25 PSF Ground Snow (Pg) 9-111= -1914)1992 22-14=( -8181045 21-22.( ) 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 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 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,M2OHS,M18HS,M16 = MiTek MT series )CONI. 2: Design checked far net(•5 psf) uplift at 24 "oc s acp ing.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 fT T T TT T T f MAX TL CREEP DEFL= -0.335" @ 22'- 10.8• Allowed = 2.840" 2-07-04 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 1' ,r-,r '1 T MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does 1' T "1' T not exceed 19%s at time of manufacture. 12 M-3x4 12 M-3x8 Design conforms to main windfarce-resisting 7.00 I/ \7.00 system and components and cladding criteria. M 4x6 7 'M 4x6 Wind: 140 mph h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) B 9 o M-5x6(S ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" Truss designed for wind loads v 0.25" in the plane of the truss only. .2 1.4 M-3x4 +1 +1 +1 \\A p3x5 M 1.5x3 7M-1.5x3 M-4x6 400 co co mg "M� 2 M 5x10 M-3x4 07 119 2022 1a* c M-4x6+ o M-5x10 M-3x4 0.252' M-3x4 M-4x6 0 - 2.75 1.89 v M-4x8 M-5x8(S) 12 12 y y y 19012x y ), 1, y 5,-05-0$ 6-06-10 5-05-14 1708-02 5-07-14 5-05-12 7-06 7-07-12 y 5,-05-08 13-01-04 ) 2-00 25-11-08 y 1 * 14-06 29-00-04 ) 2-00 43-06-04 E. JOB NAME : 5-A POLYGON NH - BH3 �` O PRpr s,� Scale: 0.1286 5o � az �° WARNINGS: GENERAL NOTES,unless otherwise noted: �C/ ,7, 11 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 et' o .P E {- Truss: BH3 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. f` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at , DES. BY: EE Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by r w P tY P 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 ii* -111 CC SEQ. 6037158 4.No load should be applied to any component until after em bracing and 4.Installation of truss Is the responsibility of the respective contractor. ` OREGON 4t/ SE Q . : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina vonc ,G7 orrosIve environment, . 1� \ A. design loads be applied to any component and are for"dry condition"of use. .4, '4 jO 4 TRANS II): 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing et all supports shown.Shim or wedge H C✓ ty necessary. ` t fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R(4.� 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 VIII VIII IIII VIII VIII III IIIITPl WfCA in BCSi,copies of which will be furnished upon request. lines coincide w e jointae inches.In fines. i 9.Digits odicdt sizizite off plateIn MiTek USA,Inc./COnlpuTfusSoftware 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11100111 1011 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-15=(-1177 3199 15- 3=( -99) 614 22.13=( -87) 221 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=1.3891) 1497 15-16=) -931) 2763 15- 4=(-277) 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16-18= -757 2413 4-16=(-342) 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17.19= 0 0 16- 5= -121 527 LL( 25.0)+007.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388) 1115 18.19=) -556) 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12'OC. UON. 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 LL = 25 PSF Ground Snow (Pg) 9.11= -1914) 1992 22-14=) -818) 9-2248 045 21-22=( -720 218218.20=) -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) ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ICOND. 2: Design checked for net( psi) uplift at 24 "oc s an cine I 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 1-08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" 1 1 11 1 1 11 1 1 MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does 1 1 1 1 1( 1 1 1'( 1 1 not exceed 19%at time of manufacture. 1 15-09-12 1 15-06-08 Design conforms to main windforce-resisting 1 1 system and components and cladding criteria. 12M 4x6 M-4x6 12 M-5x6(S) .7 M-3x8 M-3)(4 111 Wind: 140 m hr h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 V M-5x6 S "7.00 ( ) (All eights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6 0.25" Truss designed for wind loads . 414� 0.25p " in the plane of the truss only. v M-3x4 + rof ) p-3x5 F:2 M \AM1.5x3 + M-46 / co o Xe. M-5x10 3x4 c 17 19 20 22 M-4x6a* o o M-5x10 _ M-3x4 0.252' M-3x4 0M-4x6+ -0 2.75 1.89=__M-4x8 M-5x8(S) y 12 y y 1-90 j,12 1 y y y y -05-0$ 6-06-10 5-05=14 111708-0z 5-07-14 5-05-12 7-06 7-07-12 y ,-05-0778 13-01-04 , 2-0077 25-11-08y . y y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1266 .5'\ ' PNf���p ss,�, WARNINGS: GENERAL NOTES,unless otherwise noted: 444 /zzIt l 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC. >92 0 0 P E (" Tr u s S: BH2 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 responsibilitybuilding designer. Impactbridging plywood shown i- � = C��' the overall structure is the res nsibili of the 3.2x or lateral bracingd heat where shown++ ! SSEQ. : � 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. -p, 4,OREGON ^V: E Q. : 6037159 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, �jx design loads be applied to any component. and are for"dry condition"of use. �t ,+ 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 �Q -7 k 1 t� 2P� - fabrication,handing,shipment and Installation of components. necessary. q,, t�ry 7.Design assumes adequate drainage is provided. +1 r-11{ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r l!'7 b III I 1111 VIII 111111 II VIII I II VIII II 11111 TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with Joint center Ones. R.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 111 11111 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 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0 114 2.15=(-1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278 2x6 KDOF Ni&BTR T2, T3 2. 3= -8240 2291 15-16= -1727) 6287 3-16=( -728) 178 13.22=) 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3. 4= -6514 2010 16-17= -1666 5567 16- 4=) 0) 371 WEBS: 2x4 KDDF STAND; I 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 50.0 +DL+(( 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"0C. UON. 9.10= -6194 2281 22.14= -1415) 4765 19- 8=( -779) 384 TC CONC LL 500.0 +DL 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9= -541 281 TC CONC LLQ 500.0)+DL) 140 .0)= 640.0 LBS @ 31'- 6.2" 11.12= 0 0 9.20= -282 337 NOTE: 2x4 BRACING AT 24'OC 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 SD.IN. (SPECIES Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans ICOND 2 Design checked far net(�psf) uplift at 24 "ac s acn inti.) 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 0-06-10 2(-03-08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 'Z-02-13 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting , T f ' f f , ,,,. ,. system and components and cladding criteria. 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-09-12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), T 640# ��6401f T load duration factor=1.61 12 . 12 Truss designed for wind loads M-3X5 M-7x8(5) in the plane of the truss only. 7,00(/ M 5�C12 7 M-ix4 9 0.25" -M-14x4 11 M-5x10 Q 7.00 yew_ CIIIMI=MIIIIIR _ M-3x4ler XM-3x4voM-3x8 M18HS-3x18 M-7x12 w �_-_ _ " oIi617 1181 s_ a 2 =M-8x8 M-3x4 M-4x8 =M-8x8 19 0,25;P M•3x10 M-1225x3 14* o M-4x6+ M-4x6+M18HS-7x14 -M-8x8(S) - 2.75 2.75 0 12 12 .( J• y J' ,1 J' )' J' )' y , ,-05-0 4-04 4-05-12 3.02-11.2-00,, 8-01 7-11-04 5-05-02 5-06-14 , y2-00i-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH1 o PRpp us Scale: 0.1366 `�j ! GI44.0./N} l' WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 y(�f/z iii f1„-:. 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 >72®40 P E Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper /E 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4f„ DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `�" ' h. 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 .'y" C r� 6037160 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 1(/ SEQ. : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t(•. if N1>' d A C C C C design loads be tippled to any component. and are for"dry condition"of use. .� -T}f r�Q 4... TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if Q 14 �P, necessary. r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. c.;R R%L 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII9. basic TPI WfCA in BCSI,copies of which will be furnished upon request. Digitsgit coincideictwith jointfplate aiin n inches.10. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 54-- 5=) -885 459 9- 5=(-401) 388 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=()-1004 236 DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA Conner or ole (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,C818,(or = Mprek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF 625 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. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-02 5.01 5-01 5-02 MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979° 12 MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" M-4x6 12 MAX LL DEFL = -0.002' @ 21'- 6.0" Allowed = 0.100" 14.00 7MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133' 14.00 44.0" MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" DMAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" 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 mphh=25.2ft, TCDL=4,2,BCGL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads M-1.5x3 in the plane of the truss only. d. M-1.5x3 u; 0 M Alli61 0 0 o ''"- ee T ,� Lo o M-3x4 60.25" M-9 0 3x4 M-3x4 0 M-5x6(S) 1- y 1, y 6-10-15 6-08-02 6-10-15 > y )- y 1-00 20-06 1-00 tO JOB NAME : 5-A POLYGON NH - C2 Scale: 0.2044 ,5'�`� N)�',ps�� WARNINGS: GENERAL NOTES,unless otherwise noted: 1n/Z zI1r� '+� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' !721 0(-E '1„�: Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at J 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 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `�"" building 9 3.2x Impact bridging or lateral bracing required where shown++ O 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON f,CC . SEQ. : 603! 1 61 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, ib_OREGON\ A design loads be applied to anycomponent. and ere for"drycondition"of use. -°7 TRANS ID: 406556 g oPandsu8.Design full bearingat all supports CompuTrus has no control over assumes no responsibility for the g shown.Shim or wedge If Q 'T'. 1 4 ,0�y "}- fabdcahon,handing,shipment and installation of components, necessary. ,i V 6.This design is furnished subject to the limitation set forth by7.Designlaesassumes adequate otfaces drainage Is provided.,and 'VjT '!?R y S t 1111111111111111111 8.Plates shell be located on both of truss, placed so their center C rl L4 TPI/WfCA in BCSI,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 10.9.Foits r basicconnector cate ize of plate desiglate In n values see ESR-1311,ESR-1988 P (MiTek) EXPIRES:12/31/2015 I11110IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" CDND 2 Design checked for net( s pgft uplift at 24 "cc spacing TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 KD NOTE:Design assumes moisture content does BC: 204 BTR; SPACED 24.0" O.C. not exceed 19% at time of manufacture. 2x4 DF #1&BTR B2 LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design cod ormsotonms and cladding esisting. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mpht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 CConnector plate prefix designators:=Com (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M209S,M1BHS (16 = MiTek prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 M,M20HS,M18HS,M16 = MT series Truss designed for wind loads RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 ? 12 1IM-4x4 12 3 \14.00 14.00/ N_N v to 0 c" M-3x4 . L 0 0 M-3x5(S) 0 /— M-3x4 y 1, ), 6-10-15 13-07-01 y y y y 1-00 20-06 1-00 ,V, PR Ore JOB NAME : 5-A POLYGON NH - Cl Scale: 0.2158 �� a WARNINGS: GENERAL NOTES,unless otherwise noted: � /27./ /� 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 ''4C' = F o E r Truss: C 1and 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 bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at .may . perector. 2'o.c.end at 10'o.c.respectively unless braced throughout their length by , , A1�Amas^"'. DES. BY: E E is the responsibility of the 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. 3.2z Impact bridging or lateral bracing required where shown++ M OREGON ^CC SE /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "S>• A S E Q. : 6037162 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 W. 2 N design loads be applied to any component. and are for"dry condition"of use. 1 v^C-.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6 Designnecessary. e spumes full bearing at all supports shown.Shim or wedge If ill fabrication,handling,shipment and installation of components. ry "e' p Po 7.Design assumes adequate drainage is provided. rT 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 ines coincide with joint center Ines. Iillll 11111 VIII 01 111 VIII VIII IIII IIII whwill be furnished upon MiTTek USA,lncUWTCA In ./Cor puT S I,copies of (Software 7.6.6(1 L)E request.ch 09..AD For basic connector ectorplate oldesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12 3112015 1111 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: 2x4 KDDF STANDR; LOADING 2- 4_( -8954) 2004 9-11=)-1284) 5552 3-10= -192) 114 616 7-18=)-10200) 2142 2302 WEBS: 2x4 KDDF STAND; ( 8958 2060 19-11= 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5- -6390 1640 11-12= 1154 5472 10- 4= -900 3994 IC 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°0C. 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=(.1324) 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12'OC, UON. BC UNIF LL 522.4)+DL( 375.2 = 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8= -10200 2302 11- 6= -2680) 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" AODL: 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 SO.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 KDDF ( 625) M,M2OHS,M18HS,M16 = 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 oin together 2 ply with 3"x,131 DIA GUNrYTYJ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Oesign checked for net( p )ynlift at 24 "oc s a ins I nails staggered at: 9" oc in 1 row's} throughout 2x4 top chords, DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in i row's} 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 2 row s throughout 2x4 webs, *** HANGER TO APPLY CONC. 9" oc in 2 row(s) throughout 2x6 webs. 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" MAX HORIZ. LL DEFL = -0.016' @ 20'- 0.5" 10-03 10-03 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 T T T T 1' not exceed 199s at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting 14.00 N14.00 system and components and cladding criteria. 5.0" 5 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 pa (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 �" Truss designed for wind loads in the plane of the truss only. M-3x8 :M-3x6 -4- ,- . 0 r M-4x12 M-5X12 I'" �ss� M-5x16 ik M-5x16�,; 1� _:� mn r0 o �1�-_ ____ D, o M-1.5x3 M-7x12 10.25" M-61x10 M-3x10 0 y ***13751#-M-10 1O(S) y y y , y 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 Scale: 0.1681 ,�<c\'q R.'�Q�)ryg Fu es WARNINGS: GENERAL NOTES,unless otherwise noted: <{,e GJf 4G/ - 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$X 17E 1""" Truss: C3 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: 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). ...AMP,- '� 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. -�r` OREGON t �f.:. SEQ. : 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, its `W A 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 /Q 1 4 ry✓ ��T fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. �y b 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 r l rl 4. I Milli 11111 Alli Ill IIII VIII VIII III IliTPINVTCAin BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIAll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF N1&BTR SPACED 24,0" O.C. 2.3=5.506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND 3-4.(-506) 111 LOADING 4-5=( 0) 86 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" 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 KDOIF ( 625 Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,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. ICOND. 2: Design checked for net(-5 psi uplift at 24 "oc soacing.] 5-1 0 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 1' T 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 V N14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5' Allowed = 0.557" 3 4.0' MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835' IV MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004' @ 11'- 2.5" NOTE:Design assumes moisture content does lin not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, iA11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 U, 0 co 0 o -,7 p _�� �_ 0 _� 6 _ . M-3x4 M-1.5x3 M-3x4 1 A- I I I 5-10 5-10 y y )' I 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D2 " 0 PROP . Scale: 0.3596 .�� okGI ap �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �, r� 1 7C' -.: 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 92$i P E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: DG2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'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 drywail(BC). ". DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.21 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. "�7G OREGON I, �+y SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, d design loads be appf ed to any component and are for"dry condition"of use. .�/� -q 1 4 r��} '.♦T» 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 V `! necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ILf � y.�,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 IIII VIII I III IIII VIII VIII IIII IIII TPI WTCA in SCSI,copies of which will furnished upon request. lines coincidedwith joint center lines. 9.Digits dsize oplate In lines. /q r� s M MiTek USA,InC./CofnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(Wok) EXPIRES:11JiiL01J I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 1,1 . r..''i I ' . r' _ .r TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #I&BTR SPACED 24.0' O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M16 = MiTek MT series Wind: 1(Al mphl hts), En, osed, BCDL=6.O, ASCE 7-101 LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.61, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IAC 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 VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 12 f- 14,00 7 IM 3x4 12 I4A \14.00 a 0 1.11 0 co C. r o oAAIIIIIIIIIL �� o� i �. —1'(9) M-3x4 M-3x4 A- ,), y ), y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 ‘�'�`` 1+� ►v -0(1 WARNINGS: GENERAL NOTES,unless otherwise noted: CLQ Vt Z Z� „� 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 Q ;R 92 0 0 PE 1-' 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 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). q�M DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! CC �+ �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. OREGON SEW. : 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, L A_ . Co TRANS I D; 406556 designploads be applied to any component. 6.Desiand an assumes tolldbeadn of at all supports "!�1 A. 5.CompuTrus has nr control over and assumes no responsibilityfor the 9 9 shown.Shim or wedge If '/a -7 k 14 nfabrication,handing,shipment and Installation of components. Decessary. 6.This design is furnished subject to the imitations set forth byT.Plates shallassbe locatedadequateon otfaces drainage is provided. a. ` ` 111111111111111111 8.Plates be both of truss,and placed so their center L W; TPI/WfCA 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,EOR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7= -684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF ri1&BTA 2- 3= -3372 842 7- B= -880 2954 2- 8=(-1360) 424 WEBS: 204 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 2x6 KDDF #2 B TC UNIF Li 50.0)+DLI 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6= 0) 86 4- 9=( -176 ) 84 BC UNIF LL 522.4 +DL 375.2)= 897,6 PLF 0'- 0.0" TO 4'- 8.0' V TC LATERAL SUPPORT <= 12'OC. UON, BC UNIF LL 0.0)+OL 20.0)= 20.0 PLF 4'- 8.0' TO 11'- 8.0" V BC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ADDL: BC CONC LL+OL= 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 KDDF ( 625) 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,C18,CN18 (or no prefix) = CompuTrus, Inc GOND 2 Des gn checked far net( pat) uplift at 24 "Sc s acn ing. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" 2 ) complete trusses required. MAX TL CREEP DEFL = -0,058" @ 3'- 1.3" Allowed = 0.717" _✓,- voin together 2 ply with 3"x.131 OIA 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" oc in 1 row(s) throughout 2x4 top chords, \n/ 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" *** HANGER TO APPLY CONC. xx 9' oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. /V\ 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. - '( I Design conforms to main win dforce-resisting T 3-03 '( 2-07 'I 2-07 T 3-03 'r systemand components and cladding criteria. 12 12 Wind: (Allmph Heights),6Enclosed,4Cat.2 , Exp. ,BASCE MWFRS(Dir), M-4x6 14.00 \14.00 Trussload ddesigneduration fforowind6loads 3 4'0 in the plane of the truss only. al i M-3x5 M-3x5 E. u7 0 OD IL, c:, ,_ M-5x10 Al c, d �i MN ONEI 01" M-3x8M 8x10M 195x3 M 5x10 A- ***3551# y ), y 1, y 3-01-04 2-08-12 2-08-12 3-01-04 y y ). 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 k V* ,D PRC1Fe�,s JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 �,5 GINE ,l WARNINGS: GENERAL NOTES,unless otherwise noted: t4d v l!��/ZZ//C- 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. 7:r P[.- t� Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at P ry 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 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ � ORE��( N�1X 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f 1 nQ design loads be applied to any component. and ere for"drycondition"of use. �1 u, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6 Design ne saunas full bearing at all supports shown.Shim or wedge if Q fabrication,handing,shipment and Installation of components. ry { y`„b P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111011111111111111 VTPI VYTCA in BCSI,copies of which will famished upon request. lines9. coincidedwith jointcenter hnes. M ITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Forlbasiciconnecto of design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1411This 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= •217) 180 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" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625` 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF 625) Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50" 0.22 KDDF 625) M,M20HS,M18HS, 16 = MTek MseriesuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. GOND 2 Design h k d for n t( p3f)ynlift at 24 "ac s a inm i 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" @ •I'• 0.0" Allowed = 0.100' -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559" pli /I MAX TC PANEL TL DEFL = -0.260' @ 3'- 4.1" Allowed = 0.838" ii 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 7 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only, 'c:7, 0 U, 0 co 0 / r o/- o 4�� M-3x4 J' ), y 1-00 6-00 (PROVIDE FULL BEARIN,Jts:2.4,31 JOB NAME : 5-A POLYGON NH - J13 Scale: 0.421 5/<.'C, Pry/fhb`s'sr�, WARNINGS: GENERAL NOTES,unless otherwise noted: t{j (J'(,�,(r(/( 'fir 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Q• .92$OPE r Truss: J13 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 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ I C, Sr1 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 E Q S Design assumes trusses are to be used In a noncorrosive environment, , 'V O5 +t,/ design loads be applied to any component. and are for"dry condition"of use. 8 O� /�, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if 0 „q 14 'y. .4 fabrication,handling,shipment and installation of components. necessary. p.. 7.Design assumes adequate drainage Istruss, provided. +'i �{ IIIIII I III VIII VIII(III VIII VIII(III(III 6.This design is furnished subject to the be limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center +T L TPI/WTCA in BCS(,copies of which will be furnished upon request, lines coincide with Joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits rrbasic connector plcate size of alate in inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 11110 IIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0 00 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=(-1641 590 TC LATERAL SUPPORT <= 12°0C. UON. LOADING 4.5=( -21) 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' 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.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 i 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 net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /i 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 V system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10{ / o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=1,6 o Truss designed for wind loads 0 w in the plane of the truss only. C .,-- co co 0 .,- LO P� - 6 O ' M-3x4 . ) 1, y 1-00 6-00 4-03 (PROVIDE FULL BEARING'Jts'2 6.3.41 tO PR DFe� JOB NAME: 5-A POLYGON NH - J12 Sale: 0.2960 ,5 rs 444 11 1. ildeS: G.This GENERAL NOTES,unlessupon otherwisehnoted: Q' s g ®ry E 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 7 k"- end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 12incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by0 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). '411111. �. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •7 ^W SEQ. : 6037170 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, h. A.9 y Oita` �. design loads be applied to any component. and are for"dry condition"of use. /y 14 ISO TRANS I D: 406556 5.d CompuTrus has no control over and assumes no reeponaibii ly for the 6.Decesse assumes full bearing at all supports shown.Shim or wedge If Q fabrication,handing,shipment and installation of components. ry. 4'{ D`t\. g P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center Ililll(IIII(IIII(IIII(IIII(IIII(IIII IIII IIIITPI WfCA in BCSI,copies of which w111 be furnished upon request. lines coincide with jointe center lines. 9.Digitsindicate nicdtsize ofpctin inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF ii1&BTR LOAD DURATION INCREASE = 1.15 1-2.( 0) 86 2.6=(0) 0 BC; 2x4 KDOF #1&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 SO.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,M20HS,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 625) 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 ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc ssacing.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 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 19's at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ load duration factor=1.6 / Truss designed for wind loads T C' in the plane of the truss only. co co 0 NI- ..- c,0 u-) VAmate 6._. -/ O . M-3x4 A- 1. .1 y y 1-00 6-00 4-10-09 :i r . • 03 P JOB NAME : 5-A POLYGON NH - J11 Scale: 0.2753 .5�``ti N Opp�l WARNINGS: GENERAL NOTES,unless othervdse noted: tty� r` + 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 4t. '92 0 S PE V"" Truss: J 1 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 1/ 3.Additional temporary bracing to Insure stability during construction409010,* 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*wood sheathing(TC)and/or d rywan(Bc).DATE: 8/22/2014responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t 6037171 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L .7;41,OREGONt TRANS I D: 406556Ci:, SEQ. : 603/ 1 71. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, b' design loads be appAed to any component. and are for"dry condition"of use. Q 5.CompuTrus has no control over and assume no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q14 �� fabrication,handling,shipment and installation of components. necessary. s p b CD S 6.This design is furnished subject to the limitations set forth by 8.PlateDesis shall be locatedn assumes onboth faces drainage of truss,and placed so their center �'1 r1 t^ IIINIII I 111 VIII 11111 1111 VIII MIN IIII TPIAITCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. 10. 7 MiTek USA,InC./CompUTTUs Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES..12/311201 rJ EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/D0F/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" 0.C. 2-3={-562 497 3-4=1-139 88 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 DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG 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,616 = 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. IGOND 2 Design checked for net(„usfl uplift at 24 "ac s acn inc•I _, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -110.1ExApiwelFRS101 " Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -10 " Allowed = 0.133"iI MAX TC PANEL LL DEFL = 0.144" @ 34 " Allowed = 0.576'MAX TC PANEL TL DEFL = -0.146" @ 32 " Allowed = 0.864"MAX HORIZ. LL DEFL = -0 " 9'- 10.8"MAX HORIZ. TL DEFL = -0 " 9'- 10.8"NOTE:Design assmoisture content doesnot exceed 19% tme of manufacture.Design conforms to main frce-resistingsystem and components anading criteria. 12 Wind: 140 mph h=25ft, TCDL=4. D =6.0, ASCE 7.10,(All Heights), Enclosed, , Exp,B, MWFRS(Dir), 14.00 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. v o N N O 1- CI O o1- LC) Pii. -/ 5'" M-3x4 ), ), ,1 y 1-00 6-00 3-11-09 JOB NAME: 5-A POLYGON NH - J10 ;�>v� inty chs Scale: 0.2937 12 2 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �ttd '4 J/J7, 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 7920 OPE. Truss: J 1 O and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. BJP 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c,and et 10'o.c.respectivey unless braced throughout their length by 11 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaths C and/or d wall BC. -' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where a shown+ry ) I' C �]-7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^f1t OREGON 4/ SEQ. : 603/ 1 72 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.. _d �A'• A„ design bads be appped to any component. and are for"dry condition"of use. /,h T.3" t(3 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 a )4 k.necessary. 44 ''6‘Q d)RI fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII,I1'�I III VIII I III IIII VIII VIII IIII IIIITPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with Jointcenter nche. li 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Digits9. rrbaincate sic connecze tor platete in design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 I 111111 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= BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-483 427 (0) 0 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4.(-111) 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF XL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) plate0'- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625 Connector�CpaoprefixrdesignatorspuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625` M,M2OHS,M18HS,M16 = MiTek MT series 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF 625 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.! f -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ;I MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX IC 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 y 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. v 0 0 0 N O F! 0 ill"`----- - 5._� M-3x4 s- ), y ,1 y 1-00 6-00 2-11-09 IPROVTDE FULL BFARING;Jts:2,5.3.41 JOB NAME : 5-A POLYGON NH - J9 ��,E0 PROF�� Scale: 0.3208 c� ``�IyP,, (}Nry �t�7t(p. s> WARNINGS: GENERAL NOTES,unless otherwise noted. O/ZZ t 7 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 "- !920 0 P E t"" Truss: J9 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. d 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 # '.'_ the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). ,,,+-5 !- DAT E t 8/22/2014 a° ty 9 3.2x Impact bridging or lateral bracing required where shown++ le !�. A' 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. OR GON SEQ. : 6037173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, 54 h A, design loads be applied to any component. and are for"dry condition"of use. "t�:Y O� TRANS I D: 406556 S CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tubi bearing at all supports shown.Shim or wedge If 1 4 C t� fabrication,handling,shipment and installation of components. Decessary. ill ` (1T•. p° 7.Design assumes adequate drainage is provided. ,l?' ��yy p ` 1. V 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 +'i R 11.. I III I I III VIII I III IIII VIII VIII III IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 IIII 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 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=I-417) 361 3-4=1.1071 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 BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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. (GOND 2 Design checked for net) psfl uplift at 24 "ac s acn in a. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6' Allowed = 0.576' MAX IC 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 Ii � Design conforms to main windforce-resisting 14.00 7system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor=1.6, o Truss designed for wind loads v co in the plane of the truss only. 0 o On 0 0 7/-- Lc, /-L EMIIIIIIIIIMINIMINIME o� z� 5- -/ 0 M-3x4 1, 1- ), y 1-00 6-00 1-11-09 (PROVIDE FULL BEARING;Jts:2.5,3.41 ,, 0 PRO, JOB NAME: 5-A POLYGON NH - J8 Scale: 0.3559 ,5�(`{ G+IN (fj/,"s /0 WARNINGS: GENERAL NOTES,unless otherwise noted: t<d i /'"1/- c- 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 "' :92/O P E c' J8 and Warnings before construction commences. building component.Applicability of design parameters and proper fI^/'Rr Truss: J 8 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional pe manent bracing of 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++ :" SEQ. : 6037174 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 IL/ 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, �d �). '4w design bads be on n to any component. and ere for'drycondition"of use. ,r� 7}f 2- �" TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.gassumes full bearing at all supports shown.Shim or wedge if d 14 fabrication,handling,shipment and installation of components, "'- f- R`. ,1.. P7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center II IIII III 1111 IIII Mill IE IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with jointfain inches.9.Digits ddsize of plateeto Inness. �+ 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 6'- 0.0" IBC 2012 MAXMEMBER 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" 0.C. 2-3=(-334) 185 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4= 83 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0' 11.6" 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) Connector plate prefix designators: 0'- 0.0" -34/ 393V -133/ 325H 5.50' 0.63 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6'- 0.0" 288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. COND. 2: Designg THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. checked for net(-5 5sf) uplift at 24 'oc acin .) 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 IC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" 0 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.006' @ 5'- 11.2" 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. N Wind: 140 mph, h=23,3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads oin the plane of the truss only, corn 0 w7 P2:o./- o -� 5=� -/ M-3x4 ), y ), y 1-00 6-00 0-11-09 IPAOVIDE FU B ARIN•• tsi 5,51 JOB NAME : 5-A POLYGON NH - J7 Scale: 0.382 `c,. <,, N o $0, WARNINGS: GENERAL NOTES,unless otherwise noted: `45l2zl 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '4 . '-92**PE r Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY' E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildin desl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 9mer. 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.Installabun of truss is the responsibllly of the respective contractor. !� fit � SEQ. : 6037175 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 .4_OREGON ,k. TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. �J�i�` 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Poll bearing at all supports shown.Shim or wedge If '4 14 2,Q{�,+` fabrication,handing,shipment and installation of components. necessary. V , 8.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne drainagehcIs truss,a . �y R` ` 111111111111011 VV8 Plates shell be located both faces of truss,and placed so their center r 1 E. TPI/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(1 L)-E ches. 10.FF9. or baits sic connector pldicate size of ate desiglate in n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 I 1E111111111 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2=4=(0) 0 BC: 2x4 KDDF N18,BTR 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 SO.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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND 2 Design checked for net(-5p=fl uplift at 24 "oc spacing LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012, 5-11-09 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 TC PANEL LL DEFL = 0.333' @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858' I( MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" )I 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads cm in the plane of the truss only. 0 U, c 0 r` m 0 m 0 ul .11111 o� �� 4 0 M-3x4 ), )' y 1-00 6-00 ., • , .0, 0 PRUFS, JOB NAME : 5-A POLYGON NH - J6 Scale: 0.4179 tis (�'7s WARNINGS: GENERAL NOTES,unless otherwise noted: � �� / "V 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and Is for an Individual Q' -920P E T r u s s: J 6 and Warnings before construction commences. building component.Applicability of design parameter: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 the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " a e1/ po y 9 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++ { ERIN `, 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibilty of the respective contractor. `r./ SEQ. : 6037176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, .I- A� 2�N ` design bads be applied to any component. and are for"dry condition"of use. ri 6 Y 1 6.Design assumes full bearing at all supports shown.Shim or wedge if / �y, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. f� , i 0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided �r'i f-}a L� - - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII IIII IIII IIII TPINVECA In SCSI,copies of which will be furnished upon request. y (ines coincide with joint Digits indicate connector of plate Inrinches. MITek USA,InCSI,co les of Software furnished L)-E 10.For basic connector p ate design values sea ESR-1311,EOR-1950 u1iTek) EXP)RES:l2/31 201 5 11E111111111 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 Ni&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=(•180) 157 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT • MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10,0 PSF 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` Connector plate prefix desi nators: 4'- 10.8" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625 C,CN,C18,CN18 (or no prefix =CompuTrus, Inc LL = 25 PSF Ground Snow (PA) 6'• O.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, OND. 2: Design h di d far n U•5 psf)�plift at 24 "oc spacing 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 4-11-09 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 = 0.029" - MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039' MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132' @ 2'- 10.3" Allowed = 0.705" MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCOL=4.2,BCDL=6.0, ASCE 7-10t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6 Truss designed for wind loads -4- o in the plane of the truss only. -4- c, m r 0 u� Ili C3 o �� OMB-44 -/ M-3x4 A- y y y 1-00 6-00 (PROVIDE FULL BEARING'Jts'2 3 41 JOB NAME: 5-A POLYGON NH - J5c. �1v� PRp�� Scale: 0.4549 c,'N�t. 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �tj j 111 ^.;‘'+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$`P E r Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the 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 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by 4/r1 . continuous sheathing such as pywooding(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++ CC 4.No load should be appfied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEW. : 6037177 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 .. design loads be appfied to any component. and are for"dry condition"of use. „g ,{�. 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 k 14 2.o AT fabrication,handling,shipment and installation of components. necessary. O. 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ( t-� t I IIIIII VIII VIII VIII IIII VIII VIII III IIII 8 Plates shall be located on both faces of truss,and placed so their center +1 rl L TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointppcenter lines. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E9. In Inches. 10.Digits rrbalsciconnector platete design values see ESR-1311,ESR-1988 (Mired) EXPI RES:12/31/201.5 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FOORCES6 S 4WR2-4/DD )/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-2=(-130 ) 131 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625` 3'- 10.8" -165/ 160V 0/ OH 1.50' 0.26 KDDF625) 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 De 6jgn checked for net( p�f)�nlift at 24 'ac spacinc.l 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" 3-11-09 MAX AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TLCREEP LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079' 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" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" �' MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 12 NOTE:Design assumes moisture content does 14.00 V not exceed 199s at time of manufacture. 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 N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, Truss designed for wind loads IS in the plane of the truss only. v LC) N O CO O 17 r� O M-3x4 1-00 6-00 IPROVIOE FULL BEARING•Jts:2.3.41 art 5-.0 PR OPE ' JOB NAME: 5-A POLYGON NH - J4 Scale: D.509, ti`,- G"NryE,,„„,,�� ,- WARNINGS: GENERAL NOTES,unless otherwise noted: r*t✓ ` /2 1/ 'A 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -92 l- and Warnings before construction commences. building component.Applicability of design parameters and proper 4:00 Truss: J 4 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng 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 es plywood oheething(TC)end/or d ywall(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++ QRE �N f , SEQ. : 6037178 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. 7A W 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, /yrs if 2�\i' A, design loads be applied to any component. and are for"dry condition"of use. G, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility far the 6'Design ec ssassumes full bearing at all supports shown.Shim or wedge If Q 14 �� fabrication,handling,shipment and Installation of components. necessary. illi !"� y l„�» P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Kmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII(IIII IIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits Indicatesize ofplateIn Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0,C. 2.3=(-81) 106 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" -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 C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (PA) 6'- 0.0" 0/ 53V 0/ OH 5.5D" 0.09 KDDF ( 625` ( p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net( p�f)yplift at 4 "g a ing BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 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 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" P 2'- 10.8' 14.00 MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.8" (fr 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 mphh=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6 Truss designed for wind loads Nr in the plane of the truss only, c%3 0 0 u; o/- rA0 o� -/ M-3x4 A- y y y 1-00 [PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : 5-A POLYGON NH - J3 S �� PR Scale: Q.5712 `�y N <(' o,� S4P WARNINGS: GENERAL NOTES,unless otherwise noted: ',45 (Jj(K Z//( -Y"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 ' .9211 0 PE r Truss: J3 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 ' 1.41101111111" 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional 7 o.c.and at 10'o.c,respectively unless braced throughout their length by P ty permanent bracing of continuous sheathing such as pywooding(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++ CC SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON "�+• S E Q. . 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G - 1 ^cf 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 P' 14 2.0 -E"' fabrication,handling,shipment and installation of components. necessary. ` �� 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. `i L- I IIII[I III VIII I III IIII VIII IIII IIII IIII 8 Plates shad be located on both faces of truss,and placed so their center L TPI/WTCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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) 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 ) S6 4WR2-4/DD )/p=1 .00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 83 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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 GOND 2 Design checked for net( 5 psfl uotift at 24 "ac s acg ing. 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" 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" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �4 Design conforms to main windforce-resisting 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), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. N 'd' 0 c") O� LC) �� O o� ��- 1.--- _44 M-3x4 , 1, 1, 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 c,0 PR OAF JOB NAME: 5-A POLYGON NH - J2 5( GINE s> Scale: 0.6380 �„ /G�/ qt.,. WARNINGS: GENERAL NOTES,unless otherwise noted: ('�C' 1, 1.Builder and erect on contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 . o 921 S PE r Truss: 12 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. Age , 3.Additional temporary bracingto Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at Po rY 2'o.c.and at 10'a.c,respectively unless braced throughout their length by „4srr'. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywalt(BC). � CC.DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON t,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. L. 1^V SEQ. : 6037180 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �Lf i0" 2QN rA design loads be applied to any component. and are for"dry condition"of use. �' 14 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge If ` �� fabrication,handan shipment and installation of components. necessary. { a`1. g. p Po 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 pieced so their center wh ch ncide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WiCA inM Te USA,InCs/CompuT us copies ofwill 7.6.6(1 L)E request. 10.For basiclines 9.Digits connectorcot ectoroplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 SII IAl 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=(-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 SQ.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 psi) uplift at 24 "oc spacine REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSf 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 OEFL = -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 OEFL = -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 I 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 not exceed 19% at time of manufacture. 14.00 17 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=l.6 Truss designed for wind loads in the plane of the truss only. tiii o 0 V' o,,_ r m co VA o o N O 4 -3x4 1 I I I 1-00 (PROVIDE FULL BEARING:Jts:2,3,4J 6-00 JOB NAME: 5-A POLYGON NH - J1 Scale: 0.6505 ,5� `Gl1PN `�-,, WARNINGS: GENERAL NOTES,unless otherwise noted: IA 444 WI GG� -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 ' .920 0 P E 1-"" Truss:" J 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 plywood sheathing(TC)C and/or d ( ) ,+" DATE: 8/22/2014 responsibilitybuilding designer. Impactbridging PMg(r ) ryweli BC. := CC' the overall structure is the res nsibili of the 3.2z brid in or lateral bracingrequired where shown++ 4SEQ. : 6037181 .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 t TRANS I D: 406556 4,./ fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a corrosive environment, design ads be applied to any component. 6and are for"dry condition"of use. ,n, 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if V 1 4 2 �� fabrication,handling,shipment and installation of components. necessary. T 7.Designlaesassumesadequateon eoh drainagecistrus,provided. rr�t L, 6.This design Is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +'i it b IIIIII I III VIII VIII VIII VIII VIII III(ill TPINVECA in BCS(,copies of which will be furnished upon request git coincidedictwith joint ate Inr lines. 9.Digits indicate size of plate tIno inches. MiTek USA,IDC./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 111 IIII 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 H18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF H188TR 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,M2OHS,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 osfl uplift at 24 "oc spacing"t 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' 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" @ 5'- 10.8" NOT12 notEexxceedn19`ksates timemoisture of manufacture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. v o Wind: (Allm0 Heights),3Enclosed,4Cat,2, Exp BASCE ,MWFRS(Dir), duration f 0o M-4x6 Truss designedfor owind 6loads 0 in the plane o the truss only. o> 4p Ad u7 Pwt mtmt Qmasizzil iLio to 9�. N8 O M-1.5x3 M-3x4 M-3x4 M 3x4 ; y 1, 2-03-12 3-08-04 y > ,l y 1-001, 2-05-08 4-06-01 ,, y 6-00 0-11-09 (PROVIDE FULL BEARING:Jts:2.4,9,5} JOB NAME: 5-A POLYGON NH - J7C � � PRpr�0s Shale: 0.2881 {a 1�N� /Q WARNINGS: GENERAL NOTES,unless otherwise noted: `(IQp���iGi' l[-'�j "7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 0 0 P and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 7C 2.2x4 compression web bracing must be installed where shown+, ncorporalion 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'c.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). NOW,' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C1;' 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/ SEQ. : 6037182 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, 4r N design loads be applied to any component. and are for"dry condition"of use. 7' '7.,.- r Q .1+. 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 V 14 �� necessary. /�q[.;-} fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 14 F1 10, 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 VIII I III IIII(IIII(IIII IIII IIIITPI WfCA in SCSI,copies of which will famished upon request. 0.tines coincide with joint aeniin nrnche. li 10. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E Digits For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I II I1 111111 This design prepared from computer input by N1111111111 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=(-32) 52 7.6= 0 18 BC: 2x4 KDDF #18BTR 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 BOG REQUIRED BOG 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) 9 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C1B,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,M2OHS,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 ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 'oc spaciny.l 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 TO 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' 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 r. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads d M-4x6 in the plane of the truss only. co o 0. ae a In P��illi u7 8-- o� M-1.5x3 o - M-3xA M- x4 0 M-3x4 ,,- ,1, ,I, ), 2-03-12 3-08-04 1, y y )' 1-00, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4.8.5I JOB NAME : 5-A POLYGON NH - J6C ��' � pRQs Scale: 0.3244 Cy ! r�;(N /r3'�yJy'Q 9/ WARNINGS: GENERAL NOTES,unless otherwise noted: t'td V az , � , 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 ••PE c Truss: J6C 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 balding designer. J,.+` 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.Add'Nonal permanent bracing of continuous sheathingsuch as sheathing(TC)) ryw ( ) „.09' ` DATE: 8/22/2014responsibilitybuilding gbridging r PNS equredw c and/or enec. a .= the overall structure is the res nsibili of the designer. 3.2x Impact 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. -p" OREGON W SEQ. : 603 71 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, L, \� A. design bads be applied to any component, and are for"dry condition"of use. /' A 1 4 2A 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 ,� fabrication,handling,shipment and Installation of components. necessary. p,, 7.Design assumes adequate drainage is provided. `r`/ 'R t.-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 rt IIIIII I III II II I III IIII VIII VIII IIII IIII TPI VJfCA in SCSI,copies of which will be furnished upon request. git coincide ctwith joint ate in nche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015. 111 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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/ 265H 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/ 0H 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. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc ssacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 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 IC 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 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 V Wind: 140 mph, h=22.7ft, 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 in the plane of the truss only. ✓ M-4x6 CO CO Eli CO C71 / litilliki -/ L.0 Fliii 0 7 0 M-1.5x3 O M-3x4 M-3x4 0 M-3x4 A- 2-03-12 3-08-04 y , ), y 1-00j, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4.8,51 JOB NAME: 5-A POLYGON NH - J5C 4:<,...,- t� PROpe,,,, Scale: 0.3224 \5 Iz al ! ��?' WARNINGS: GENERAL NOTES,unless otherwise noted: L' /7r' 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 d' .9210 0 PE and Warnings before construction commences. building component.Applicability of design parameters and proper " Truss: J5C Incorporation of component is the responsibility of the building designee f/ 2.204 compression web bradng must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at ' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o,c.respectively unless braced throughout their length by ' DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as*rod sheathing(TC)C end/or d ll BC. '. DATE: 8/22/2014 pMne gR > ( j the overall structure is the responsibility of the building designer. 3.ac Impact bridging or lateral bracing required where shown++ O Q"' /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. y OREGON d S EQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L. Il - 0,t A, TRANS I D: 406556 design bads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. y 2- -T. 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 , necessary. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R y`.N.. ¢ 6.This design Is furnished subject to the Fmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincidentwith Joint tecenterIn lines. 9.Digits indicate size of plate In inches. + MiTek USA,Ina/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 IN01 11111 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=(-58 82 7-6=( 0) 18 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(.150 0 68=(-70) 98 6. 3=1 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 44 3.8=(-119) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. UL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 317V -63/ 154H 5.50' 0.51 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 6'- 0.0' 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 osf) 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" 'I' -/ 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/ Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. Wind: 140 mph' h=21,5ft, TCDL=4.2,BCDL=fi.O, ASCE 7.101 ;l o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), illikkh load duration factor=1.6, n Truss designed for wind loads v in the plane of the truss only. srN O m ..,m. „ o� • H u; F��Qll� _./ m u; �.6 o� N M-1.5x3 C7 M-3x4 Mi3x4 ' M-3x4 y y y 2-03-12 3-08-04 )' y 1, y 1-00 , 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,B' 0.0 JOB NAME: 5-A POLYGON NH - J4C Scale: 0.4172 5� G NRo X6:.9 WARNINGS: GENERAL NOTES,unless otherwise noted: f.� !2z� 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• 7920®P E17 Truss: J4C 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. .r DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at r Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ,04.109. DATE 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood requiredething(e end/or drywall(BC). WIPP Po b 9 3.2x Impact bridging or lateral bracing where shown++ * CC 6037185 3 4.No load should be appfed to any component until after all bracing and 4.Installation of truss is the responsibifly of the respective contractor. `,•a• SEQ. : 60371 85 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, "1'' OREGON\ TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. L. -r! 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /� 4 k4 20 'E" fabrication,handing,shipment and Installation of components, necessary. �{f1. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. '17eRR y�{ 11110111111111111111 8.Plates shall be located on both faces oft uss,and placed so their center h l 4 TPIM?CA in BCS),copies of which will be furnished upon request. lines coincide with joinf ppt late center lines. 9. ts MiTek USA,InC./CompUTrus Software+7,6.6(1 L)-E In Inches. 10.FFor�basic c nnectorcate slze oplate 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 k1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(-58) 82 6-5=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=I 150)40 0 5-7=(-70) 98 5.3=)-110) 86 52 WEBS: 2x4 KDDF STAND LOADING TO 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/ 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 1 625 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,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 Dsfl 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" 2-11-09MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" fMAX 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" /- /4/ 2 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0,201" / M-4x6 14.00 �� MAX HORIZ. LL DEFL = 0.005"- @ 5'- 8.8" . p MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does �� not exceed 19% at time of manufacture. "'III��� o Design conforms to main windforce-resisting system and components and cladding criteria. un o Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), nr load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 0 pp `7 o� Ame _ -V un �� o 0 M-1.5x3 c) 3x4 0 M-3x4 M-3x4 A- 2-03-12 3-08-04 I I I I 1-00 j 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2,4,71 vt�,0 PR JOB NAME: 5-A POLYGON NH - J3C Scale: 0.5570 �`3 Ci" `�/l� 'TrusWARNINGS: GENERAL NOTES,unless otherwise noted: /21 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 . ^: •P E 1-- Truss s: J 3C 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 stabilitydud construction 2.Design assumes the top and bottom chords to be laterally braced at Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length byLlip""-+ DES. BY: EE s 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++ � OREGON�1hf, 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. W SEQ. : 6037186 fastenersare complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��ff SO 4 design loads be applied to any component. and ere for"dry condition"of use. �v ''T 1 4 d C c 6.Design assumes full bearing at all supports shown.Shim or wedge if �y TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessa f�`pp t�1 kA- C+ fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. "^+l R 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 IIIIII III VIII VIII IIII VIII VIII IIII IIIITPIMIU Ain BCSI,copies of which will be furnished upon request. 9.lines Digits coincide sizent plate Incenter inches. 10. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 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 711&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=(-30) 39 6-5= 0 8 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-96) 0 5-7=(-43) 53 5-3=I 0I 49 WEBS: 2x4 KDDF STAND 3-4=(-33) 35 3.7= -56 45 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF625 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 nsfl uplift at 24 'oc spacing,) 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" f f 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+s at time of manufacture. �� o Design conforms to main d claddingresisting os system and components and cladding criteria. o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, c'l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .- load duration factor=l.6 . 11111.11111: ftillill." Truss designed for wind loads o in the plane of the truss only. ile 4- bill co o� 11C o � �m M-3x4 o M-1.5x3 o/- ► r 6 0 M-3x4 M-3x4 1 A- ), ), y 1-03-12 4-00-15 0-07-05 1-00 , 1-05-08 4-06-08 y (PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME: 5-A POLYGON NH - J2C ,v' PR s Scale: 0.6,94 ` `` /2Z/T /°4 E ' WARNINGS: GENERAL NOTES,unless otherwise noted: L J2C�+ 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' -92.OPE rTruss: J 2 C and Warnings before construction commences. building component.Applicability of design parameters and proper �r 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 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..+'fir ! DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a A (r SEQ r� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 40S E:Q c 1.,,, noncorrosive environment, � \b' design loads be applied to any component. and are for"dry condition"of use. A.A. y TRANS I D: 406556 5.Cam uTrus has no control over and assumes no res8.Design assumes full bearing at all supports shown.Shim or wedge If 1 4 ��'E p responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. Irf 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 7l DI IIII III 111 IIII IIII 111111111 TPIM/rCA in BCSI,copies of which will be famished upon request. git coincideinictwith joint tecenter lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompUT u3 Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 II IIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-159) 91 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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50' 0.31 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 r, '.t I, t, r. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSF 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" /- -V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 ( Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 L/ Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.bl, Truss designed for wind loads in the plane of the truss only. co0 0 LO 0 U, 0 a 0 a 21111111.111111111110 o� 210- 4►� M-3x4 1 s- y y - y 2-00 2-00 5-11-13 1PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5-A POLYGON NH - SJ2 � � paQFsx Scale: 0.4859 �o t.�* /' y /L} WARNINGS: GENERAL NOTES,unless otherwise noted: ECF (VY 1Y SJ2 n 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . 792.0 P E c' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.2x4 compression web bradng must be installed where shown., incorporation of component is the responsibility of the building designer. ,,r*' 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 is the responsibility of the erector.Additionalpermanent bracingof c'n inc.and at 10' in such respectively unless braced throughout dr wr all(B by P ty continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). !illifill.! DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ +I t !,r" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 AOREGON ((J. SEQ. : 6037188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ‘i. ', \tit A. `L design loads be applied to any component. and are for"dry condition"of use. / 4 y- 0 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at MI supports shown.Shim or wedge if 14 �Q�- necessary. 4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. }�5,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincidenctwith joint acenter lines. 9.Digits indicate size of plate in inches. q + 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 IIIIII IIIIII 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 KDOF #1&BTR LOAD DURATION INCREASE = 1,15 1-2= 0 114 2.4=(0) 0 BC: 2x4 KDDF #1&3TR SPACED 24.0" O.C. 2.3=(-90; 48 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" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625` C,CN,C1B,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 IAC 2012 NOT BEING MET. COND. 2: Design checked for net(•5 psf) uplift at 24 "oc s acp ino I 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" @ i'- 5.1" Allowed = 0.407" 7.00 L/ 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 1996 at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D].r), co o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. N N m O C) of- ,- O c,/- 2 111110- 11 4�� M-3x4 1 y 11 11 .1 2-00 2-00 1-11-13 (PROVIDE FULL BEARING;Jts:2,4,3J JOB NAME: 5-A POLYGON NH - SJ1 90DRQ i,ed �� Scale: 0.6869 �~� ��IZG� ��� WARNINGS: GENERAL NOTES,unless otherwise noted: kJ /i!9f7' 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. '92 0 0 P E 1"" Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the 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'sc.and at 10'sc.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywail(BC). !- e 4600091P DATE: B/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -41 C 6037189 oo 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON ,(v S E Q. : 603/1 S 9 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, h„ 1 .\t" A. design bads be applied to any component. and are for"dry condition"of use. f TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge if �? ' 14 2Q��'! fabrication,handling,shipment and installation of components. necessary. p 7.Design assumes adequate drainage Is provided. 'A:f�L""b p`O- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l fl 111111111111111111111TPIMrfCA In BCSI,copies of which will be furnished upon request. git coincide ctwith joint ate in nche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 111 11IIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF #16BTR 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 SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 ODE ) 6251 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 ICOND. 2: Design checked far net).5 osfl uplift at 24 "oc s acD 1n0�� 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 IC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476° T '( f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000° @ 5'- 5.8" 4.001%"" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting / 4 system and components and cladding criteria. 3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, il (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), If Toad duration factor=l.6, Truss designed for wind loads N in the plane of the truss only. 0 mr c) 0 0 N N � 7 CO 0'L 2 llm- 1 ► 5 1 M-3x4 M-1.5x3 A- /, 1, /, 5-05-12 0-03-12 1. .- y 2-00 5-09-08 JOB NAME: POLYGON PLAN 5A NH - H2 � o PROF, Scale: 0.6156 ��c , fNE Q WARNINGS: GENERAL NOTES,unless otherwise noted: ! !7/1 H2�] 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual C- 9� P E S"� Truss: 1 I2 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. /` vim."„.. 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 ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,..,‘141/04. , DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -M CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. ^5r OREGON ,((f SEQ. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L �fX design loads be appied to any component and are for"dry condition"of use. / •T e Q ..k", TRANS I D: 407311 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 �`y necessary. t fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. eR R y 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 11111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint ate 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(MiTek) EXPIRES:12/31/2015 IIIfIIIIIII'II 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O,C. 2-3=(-57) 13 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: 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICORD. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -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 C= "" 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), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 NI- c:. N O O N/- M El 4 1 M-3x4 y y y 2-00 2-07 �`�` RROi JOB NAME: POLYGON PLAN 5A NH - H1 Scale: 0.7786 IN SS // �/Jf /os WARNINGS: GENERAL NOTES,unless otherwise noted: 444 -!�'r� - ,r�"t- "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 't -921 0(-E r" H1 and Warnings before construction commences. building component.Applicability of design parameters and proper .+�1/ Truss: I I 1 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c,respectively unless braced throughout their length by ,41rr�.^ DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d t it 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON SEQ. : 6048199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �� fit, r� design bads be applied to any component. and are for"dry condition"of use. F (2-°\�1^ - TRAN S I D: 40731 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u ell supports shown.Shim or wedge If © A��� 14 necessary. ''' t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. i }~; `�„!. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII VIII VIII VIII VIII IIII IIIITPINV7CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. 9.Digits ndsize ofplate 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:12/811201 rJ