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Plans (434) e VVL,S i. Eon - s 5 Li 5-Liu r\- MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 4-89 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. ,?,0p PR OF&,,S a, i 2PE 9r t �°� OREGON q� t? BER i', � bSA. H , 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. it 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. 014, ° ° WA r o wo • 49639 $ ° ` GIST ' ONAL ': April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89 UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjz000? I 2-6-0 I I 2-2-9 I I 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 olai 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 100-1111 111-3-10-7-0 1 1 16-4-12 I 9-11-9 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoel.111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=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. , ONTO 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 © o'' WAS ::: 6-10=316/0,2-13= = 1640/0,2-12=0/1018,4-12370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 {j 4Q Q7 ?< st r1:1 1)Unbalanced floor live loads have been considered for this design. Ito ` N 2)Refer to girder(s)for truss to truss connections. f ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '7' 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 �639 4 be attached to walls at their outer ends or restrained by other means. 41 'JF83 Ve LOAD CASE(S) Standard 4'S ,ONAL Cs �ti/4V PRO re ti_� �NGtNFFR i6i1 4 ro `" NI A>, OR GON 9 "o C' `�` ER II NSR EXPIRES:OW01201.5 April 22,2014 I A MODE-Yer.':'ydesisn;aranersaa„dRzAD hD7FSGNMTS AND NaEk;€!)MI7€KREFERENCE iMfI7:13rer.2,'Z9f29IdBL4£tS£ m 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 IVI.r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the `���®�- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding FIYYff fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quatly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights, if Southern ptsefsa#tsmt is specified,the design.vars.rev act 11,E effective 06/01/2013 t yAtsc 9hts.CA.95610 Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(ootional) 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:j7axn40sHnThlyaUAczwOszX1 UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 11 1-2-0 11 1-0-9 1 Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e :."-fillii 1 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 =- 10-6-3 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(X,Y): f10:0-1-8,Edgel.f11:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud 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. �y ioNjo 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 oC N. 4. Y WEBS 6-10=418/0,2-13=-146710,2-12=0/844,4-11=536/22,7-9=1480/0,7-10=0/810 CJ ,, Q ►ter )'. NOTES +6 / k�- '. 1)Unbalanced floor live loads have been considered for this design. / 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ?t 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� 436394' be attached to walls at their outer ends or restrained by other means. ( 44.: ' i.S LOAD CASE(S) Standard 4 ONAL ,R0 PROpk. �c ft:NGINEfiA /0t9 4 87022PE r I 7 '-0j, °REGO ciQ O� `9 A Heck— EX PI R ES: eEXPIRES:06/3012015 April 22,2014 I A 6EkRN'4€-Ver/Irtlen13ss parameters ani SEAS? r'S ON MOSAIC IMI.0 ED 14ITEK REFERENT PAGE Aid 7473 ma 125E20146ff08Et E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. mi t 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 responsibi5ty of the Mitek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QuaBy Criteria,056-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infomralion available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSenstraere Wine 41:1 tuesber ft apecgted„nine design values arethose/Macaw 06,/401J201:3 by MAC 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 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcGOfs?czOQTz I 2.6.0 I I 2-5-1 II 1-2-0 I I 2-411 i Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 _' 0.0P.--lIlliki,miiI4iiiiiiiiiiiiiiiiiiiiii,4iiiillIllIllIllIlIllIlli. - _I -1.1..1111 L ee 1-� 12 11 10OM 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 I 1 16-7-4 I 10-2-1 0-'1-8 0-7-0 5-0-3 0-7-0 0-1-6 Plate Offsets(X,Y): 110:0-1-8,Edgel.(11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incl 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. 01ON1-0 44. 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=0/15380.°7o Q�As j�r, , WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,412=399/0,4-11=1180/168,7-9=1660/0,7-10=0/1140 "uY NOTES ri IN t M'a- r0' r+0 • .,x k tliN 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. tee 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 1.7 be attached to walls at their outer ends or restrained by other means. 11 496639 k LOAD CASE(S) Standard () *0..1S -IONAL �0,�'° PROFFss 8 s 2PE i9 `- (j VV. `"i,OREGO qQ a4 00 SERA P4 SA HERS EXPIRES:06/30/2015 April 22,2014 4 A A bEtRsNI7/3-Yerfy Align paramefurs anM WAD 1,611S O/F THIS Ale MIMED MIMIC REFERENCE MGE HU 7473 x 1/lit/ZSIE$EssREUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p Appiicabilty 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 MiTe IC fabrication,quality control storage.delivery,erection and bracing,consult ANSI/TPIr Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sauttern:Pine )lumber is specified,the design values are,these aflmstiue o6/01f20i.3 tsyA SC Job Truss Truss Type Qty Ply 5A R41832510 PL14-89 UP F04 Floor 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 15:38:57 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXTUY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I I 1-4-11 11 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 0 _ -'Ng- - /'... . e e ^o 1. 15 14 13 12 11 304= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13-1-11 '�3-8-1 Ii 1 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edoe1,113:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (los) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -033 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 (Bb/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. _t.101%O 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 j + `s�' BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 .0 01 WAS1 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, ,-.0% ,y A �' 6-13=-860/0 ,, 1 , '{jco am NOTES N 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. r F, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 '` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to �Q I'' 0..iS), V7 be attached to walls at their outer ends or restrained by other means, .jC' yy .S'�ONAL 14G LOAD CASE(S) Standard ; pPROpF 4tiss. - •,, . / R0 �� 9 87022P, r" g.7 '3 ORGONc' w `S' A. HE P EXPIRES:0613 0/2 01 5 April 22,2014 1 I A1 WftJlNI:,+S.Vera'ydesign puamcers and READ h/175 ON PdIS AND INCIIX70 MIEN((EF77.77/113AME M17.1417 mg 1/25/20014AE?3.4f'USE mi.. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a �T��^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TPi1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Satithent Pi11e(W)lauatfeeis specified„the det'1gra valsres are these ewtsriae0s/3312o13 byALSO Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-nsadoSLczIsfK3jta4mPhKZrvQXsafyvjK8z4VzOQTx I 1 0 I 11-1-1 II 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 J , w IV0 M 26 25 24 23 22 21 20 19 18 1 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5 = 3x5 WB= 15-7-9 I 14-5-9 15-0-91 I 70.9.8 I 14-5-9 b-7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,118:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 Inc: 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10 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, CP flvQ17A+ii" 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 1r y, ,:+ 19-20=0/3519,18-19=0/3519,17-18=0/1990 c?. G� 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, \. 12-20=0/1057 NOTES 1� 49639 ' 1)Unbalanced floor live loads have been considered for this design. £sT 2)All plates are 1.5x3 MT20 unless otherwise indicated.+ 0 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. E 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Rttp PR OFe`�cS' LOAD CASE(S) Standard �,�Co GIN,E- ./ w 870 2PE ��r- (J) 7 '0j OREGON tid,1tr k9 0 EXPIRES:06/30/2015 April 22,2014 4 r AWARMIM-Veritydesign pxmxae8~rmandREAD WITS ON7NISAND matzo NI7EKREFEREflNCE64thNIS7473,mx.T/2S/'2Ct4DEM1/sE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the '���- 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 Quaff),Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 9 lt%o uthe a Pine fSP Iumbea is ataes�edL cine ntsxiga uadaues are thine a± aypye by MAC Citrus Hei hts,CA,95810 Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Jab Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II III ill,WirrgMIAlillIllIllIllIlIllIllh'-1%11111111111111111111111Iq 0 or NM Mr 1' 5 Fil 4 3x4= 3x4= Q-1-81 4-1-0 I 6-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) Vdefl LJd 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 Incl YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 50N10 p NOTES WAS + ,� 1)Refer to girder(s)for truss to truss connections. fl O� �(�, "Y' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 0 let 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P!1. q- ft /, 4) ^0j 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 f r, ,Z , be attached to walls at their outer ends or restrained by other means. / Ma LOAD CASE(S) Standard ` r "841 h 49639 4/ 4iONAL w�\� ,GINE cSj0�7' a- 87022PE r" �'y SAT OR EGO 2© 4ti O W ER 0 P A. He. EXPIRES:06/30/2015 April 22,2014 A a WWARM7A5 Verity design paramemrs andREAN NOTES ONTNTSANC 7 USED KfTE?4`REFERENCE P UMIf 7473 rex 1,115/201$RFONEf<St 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 . - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R4 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/1111 Quaty 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 It Seethe-et Pine OP)Lumber is sper8fiest.the design setuzs arethese effective o&f00f2 ra.3 by AUG Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Job Referencejoational) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID j7axn4OsHnThlyaUAczwoszxlUY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 O I Jd(y N 19 17 16 15 14 13 YI 354 II 356= 3x8= 3x5 = 3x5= 1.553 I I 3x4 = 354= 1 1-10-12 2 17-5-4 1-10-12 0.148 15-5-0 I Plate Offsets(XV): 12:0-3-0,Edgel,f8:0-1-8,Edael.113:0-1-8,Edae1,f19:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ___.;� TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=2192/0,5-6=2192/0,6-7=2379/0, fid' - 4 7-8=2379/0,8-9=1741/0,9-10=1741/0OV BOT CHORD 17-18=670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, ,,A 6 12-13=0/909 c:, O `Z t15 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, N 4-16=0/641,4-17=-935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 Tbr; NOTES rd11 �� 1)Unbalanced floor live loads have been considered for this design. °S x IST 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 ANSUTPI 1. SAG 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. � P R, l 'Q+ED . co, The design/selection of such connection device(s)is the responsibility of others. 4- 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). G((11R /� LOAD CASE(S) Standard X14 g7�2 �E 7 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) Veit 1=304(F) �iv' ' T. /V A. }")E `P EXPIRES:06130/2015 April 22,2014 f I AWARNZ: Verify dexignparamerersand R€A!iMT7€S0NTHIS AND IADWDEDM77€K REFERENCE PAGE mu.7413sett112512014DEP WIISEY —_ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek=- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quallly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 I/Southern lsine(SP)Iumttea is specffiest,the designvalues FIR e.thmmce effective 06/101 si,3 byAssC Job Truss Truss Type Qty Ply 5A R41832514 PL14.89 UP F08 Floor 7 1 Job Reference!optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu I 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 I I 1.5x3 II 1.5x3 I I 1 23x4= 3 4 53x4= 6 .-.. .. e,.......7y..._ e 0 0 N \ <4r I 10rX 9 e 8 e 3x4= 3x4= 3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 41e- 8-6-8 I 3-1-2 0-1 0-7-0 0-7-0 0.1 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. „y' ONTO /J. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Q p"(C j� WEBS 2-10=736/0,2-9=37/269,5-7=718/0 0 1 * r 6i' NOTES ' " I. tr5 1)Unbalanced floor live loads have been considered for this design. ., 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. �` 3)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 IP 49639 �4 be attached to walls at their outer ends or restrained by other means. 9e\\.......1______"/"` .GjS.,,E ,�L' LOAD CASE(S) Standard 'SQNALG ��v,tig PROP �\� �t''tNE'E"7 `0.�9 444 8 0 2PE tr- y ^C>, OREGO (P,..,41 'A 0,0 -4 \ 3E8 .� `9. Av. . HE.R P EXPIRES:06/30/2015 April 22,2014 it _ m A W JWWM3.V t/y deui/nta raamenrs and REAS WITS ON THIS AND I [/DED/4!TEN REFERENCE PAGE i4PI 7473 rrr.1/25/2614 RiMEUSE Design valid for use onty 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 tens designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilly of the A�iT ^^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,Y1 I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quakily Criteria,001-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.Prue fSPltumibor it spacifued,the sledge uuluas are thssa atiectnre 06/01/201.3 byA SC Job Truss Truss Type Qty Ply 5A 841832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-feg8epO6o N4pglepwgLrAjdNO2oWfDVey6ADGzOQTt I 2-6-0 I D-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II J • • • G N O { �i D D FJ 1.5x3 I I 9 8 7 (�/�` 6 3x4= 3x4= 3x4=- I I 3-0-14 3i-2 3-9-6 I 4.4-6 1 6-2-8 3-0-14 d-1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edae1,[8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 Ina- YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TONIO lit TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 ocj p1 W I WEBS 2-9=-456/0,4-6=-424/0 fff NOTES ; 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. t4 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. �'?r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1, r'•4.1 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 +Q be attached to walls at their outer ends or restrained by other means. �1 _.jS i LOAD CASE(S) Standard `IONAL �5 cj PRQp ,� ��GINE' 6> �� 4 870 2PE {' y -oj, OREG N f�� s.0 $48ER 1\ 4� 0-S A. HER i EXPIRES:06/30/2015 April 22,2014 6 ,i A N'ARML5 3.h fy tfcsi>zn ra:anx€ers axd READ tray 17S ON THIS ANS IMMO€fl MIVKP,SFEREM'E PAGE MIT 7 473 rec 1/2512014 DER IRE USE �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the -���- 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/iP11 Qualify Criteria,DSB-89 and ICS!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. n,Pbre(S1p}1aantaerisspec-Med,tr,.edwutgneolso uetheseelferchre06/OOJSO13byALTC 9hts,CA,95610 tiSDt,tr,ar 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:j7axn40sHnThIyaUAczwOs8X1UY-feg8epO60_N4pg1epwgLrAjc201vWd_Vey6ADGzOQTt I 2-6-0 1 0-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 ‘ e 0 Ni N N \\XXL/ 1C 93 — 803x4= x4 3x4= 3x4 = I 3-1-2 3-2-10 3-9-104-4-10 4T8-28-8-8 I 3-1-2 0--i-8 0-7-0 I 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edoel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (Ib/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(lb)or less except when shown. 103NI0 Z,_ TOP CHORD 2-3=-761/0,3-4=761/0,45=761/0 V�'ASJI„ BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 0 Qi WEBS 2-10=757/0,2-9=28/290,5-7=737/0 ot Crt NOTES oa ` :, 7. Cry 1)Unbalanced floor live loads have been considered for this design. f N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. n 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. lid ,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 ifl 496 ,,��` be attached to walls at their outer ends or restrained by other means. Q .4),49639_,K) +jS Jy LOAD CASE(S) Standard 4'' NAL 0 �<51/4 PRt3>CFss �c`� - FR /%%'-y 8 • 2PE 1r' y '0j, OREGO r / X00 BER \ vz, `.9. e0 EXPIRES:06130/2015 April 22,2014 MINIMS-Verify-design pumnxer3 aad BEAN/,12775 071THIS AND 71CWSEO MCMI(REFEREM7 ME Mr 7473 mg.1;25/2115 BEORE USE 011M ., Design valid for use only with Mifek 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 11111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/7811 Qua8ty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 iSafety 5:a{theins Rase('SP)vtumtesi2�nsirted theedesten Institute,781a'us arcttws.a Street,taweisso 06/61/2.013 CS f x3 byA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832517 PL14-89 UP F12 Floor e 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-8gNWr9PknHVxQgcgNdLaOOGj6PFoF_VetcsklizOQTs I 2-6-0 I 2-3-5 I I 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 II 355= 1.5x3 II 3x4 = 1.5x3 I I 1.553 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 e N / \ 0101.1.1.11.1.1.1.... O e a 114 12 11 10 354= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-510-1113 113-131 I 16-5-8 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 30NIQ TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=2549/0,5-6=2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 �cj �1 WAS. WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=X79/0,4-11=466/163,7-9=1643/0,7-10=0/1116 ;J 4-‘ P-', + NOTES +o k G` 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)13. 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 `'d 'k` be attached to walls at their outer ends or restrained by other means. '4 49639 �? �fi iS7 LOAD CASE(S) Standard • csr ,040 ���EO P R of V.- 9 ib `r 870 2PE ti 'y `�-0), OREGO „....40 EXPIRES:06/30/2015 April 22,2014 a a ®ITATNLVG.Verily deign paw and fE4,0 AO'TES ONMIS AND Name EO//S1EKSEFERE147 PAGE MU7473 reo 1;1251'1014 OEM USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 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/FPI'QuaBy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if South/era Pine iSP)Sumber is specified,the design values are these eft 08-,10112013 by AiSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpq?pYt Q1n6GbHHBzOQTr I 2-3-0 I 1-4-11 I I 1-2-0 I I 1-2-5 I 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e 2 o a o e e N44,444, N e e ee ee �Xqp 1' ' 15 14 13 12 TT 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-1 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(XX): 112:0-1-8,Edae1.F13:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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. 01ONIO TOP CHORD 2-3=-2664/0,34=2664/0,4-5=3503/0,5-6=-3503/0,6-7=2556/0,7-8=2556/0,8-9=2556/0 +4 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 ��WPl$r� '�Y WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, £t F Y{�S 6-13=-853/0It itiz� /If- NOTES 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)11. t kr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 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 (� IBT 44, be attached to walls at their outer ends or restrained by other means. `/ONAL ' G LOAD CASE(S) Standard c.N ENGIN ,53 .� ' 87022P, Y' i 04 , SAT OR GUN s3a,„,4/ A. H'�R\"� EXPIRES:06/30/2015 April 22,2014 e _ e ®l5tJ,M. .Veaitydesign parameters sad J7WITS OWTHISAND MIIEDtHI7£!ftE££!f£t.CEM MZE7413rcai,/25/2DUB/Fv?tftIS£ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. real Applicabirity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the l�B+�t* erector.Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quatily Criteria,DS8-89 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 IfSeertxern.Pine 1W)lsael.,is meedine4 the reeeige values are:there effexidve 0G/Q1/2813 by AMSC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89 UP F14 Floor 8 1 Job Reference(optional) Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpv4peR UOn6GbHH8zOQTr I 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 er 0 N e e e e e e 1; 11 10 9 131' 3x4= 3x5= 3x4= 1.5x3 II 3x4= 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edciel,(10:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d 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 Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 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 °7��1 WASIT WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 Of- 1'Y NOTES hs AA. O �ff 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. 1t„1 ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �'�} 49639 be attached to walls at their outer ends or restrained by other means. SIS rER ' LOAD CASE(S) Standard c�'vr � (} ,k,0 PRDpp�s <c,�.\cp �yGINE' R �p `K' 870 2PE N. yfi'4�,,OREGO ti O CI as A. H `� EXPIRES:06/30/2015 April 22,2014 e / ®W,ITT/73-Verify Align raanletxrsaxiREAL iSOF{&PUSHMUSED MITEYREFER£1aPAGE M3f1413res1/ZS/2012BE fUSE ..... Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the.building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quardy Criteria,DSB-89 and ICS!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 1£6cuttsws'sn Pine tsmatres is spec-Med,.the,riesign YAW.NM ttlase effective 06/€11/74013 tsyAISC Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-YP3fTBRd4CtWHIKP2mvH00uKrdQGRS_4Za40M1zOQTp I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 L 0 A \ J L A 5 4 3x4= 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 'A"t ' t3 NOTES Oc7 C?i 4JA5 y, 1)Refer to girder(s)for truss to truss connections. CJ r f j '7, 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. F ' t' O j 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 ;ry a ., be attached to walls at their outer ends or restrained by other means. C 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. 4 The design/selection of such connection device(s)is the responsibility of others. r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 49639 L LOAD CASE(S) Standard ' S {y 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S/ONAL Uniform Loads(plf) Vert:4-55=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) \cli` ,0 IORQFks19 "NGINEF-1 /0l r 87022P c-' • icv F �'©j; OR GON (3�>,fit/ "5-1" $'44.BER 4' P�' A. Hey, EXPIRES:0613012015 April 22,2014 1 f A muirms-V ,.f design parameters aAd READ Aad TES Cie 7NTS AML MIMED/SEE KT€C REFERENCE PAGE 11117 473 me ITN2E17 BECAME Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ;TQi k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/IPl1 Quality CrNeria,008-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safetoren, kern Attie jrstss spELified.theddt5� 7uy.8filx smo Sitlesz t.set$ectbro oefo3/2613 by MSC,22314. Carus Heights,CA.95610 Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-4CVHGrQ?Jvlfg8IDV202TpL6KD22izQxKwLrgbzOQTq I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 1 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0 0 . N e 10 9 8 e 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(XX): 18:0-1-8,Edael,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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. ONTO 14. 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 c'c'i W 4WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 , NOTES 1, tli 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. , 17 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 45;Ir 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 ''b00 49639 , t be attached to walls at their outer ends or restrained by other means. � � 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. ` 140 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 c10 PR w �G ©pi Uniform Loads(plf) G - C"° Vert t9 so NR /- Concentrated LoadsIb) * Vert:11=169(B) 414 17 87022PE ,(,.- to 04 7 c‘-5, OREGO 953 11/ O `� 3ER A\ OSA. H -' EXPIRES:06/30/2015 April 22,2014 e WARNING-Vet 1yAlign parametus and READ WITS ON TS/UM Dome)MSTEK REFERE(/1E MOE#117 473 sec.04/IiSl48£.S:iSELOS 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 responsibillify of the ]Te * erector.Additional permanent bracing of the overall structure k the responsibility of the building designer.For general guidance regarding d fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarry Crileda,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 It Southern rain6'SF1 reamf_+er is specified„thedesignu-xksas are these affective 0.6/02/201:3 byfk&C Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions (Drawishownngsnot intof ft-in-sixteenthsscale) FailureDamage or to Follow Personal CouldInjCauseuryProperty 4 offsets are indicated. I EMI Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ., p bracing should be considered. 11.11 O 3. Never exceed the design loading shown and never �� d stack materials on inadequately braced trusses. OP- O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cl8 ce-7 C5-6 r designer,erection supervisor,property owner and plates 0 'nd'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 i� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 111111111111111111F reaction section indicates jointEll IN 11 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: IIIIMIII ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracin is not sufficient. g g• BCSI: Building Component Safety Information, mu20.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 i 40141 10... -13 I -AN-- , J1 41 (.\\;\ \\ NI J2 , , J2C J3 ‘4411F J3C -,, iit , A J6 _, 7:12 J6C J8 — — J9 R. — J9 J8 cr.) cv _ IN 2 ____. .7, J10 / / 'l ' 1 e _ J10 , J11J11 , cP t..? „,, , , , , ..- co co _ J10 r.. F... \ - 4 \ , J9 , 14-. t2 i J8 ---. 11:12 J7 7 12 , J6 \ , / \ _____ J12 00) , \\\ 14: 2 k J13 (5) HGUS26 F 13 HGUS26 \ C3(2) HUSZ — , , I• 2 J13 C2 ,, Et 'ii, .11..„. Ili c., l .=... 4— ..e C.1 -' ,...., ,W:12 .d F. rs 4 14 tz, to z CONFORMS TO DESIGN CONCEPT Ei CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT rillg. ISIONS AS StIOWN m CONFORMS TO DESIGN CONCEPT 'I' LI A CONFORMAG REVISE AND RESUBMIT 0=0.711SNT.OZSIGN CONCEPT WITH THIS SHOP DRAM:NG HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 201-6' 0 NON-CONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT OILY AAD DOES NOT RELIEVE THE ,Ks,.:s INSAIS3 0:i NSA P.M.F.:0.4,.....1 404r FABRICATOR/VENDOR OF RESPCNSIBILITY FOR CONFORMANCE WITH THE WM X.... ‘likef 7 GH:1 SNP P., HOT PRViE 114F DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY ORnAlkOS PEaRC.,,,..A:4 APP.,.LOD,,,S wHi.... OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Lw Alexia Fukul ..e 901/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING effright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND "V.. : ENGINEERED STRUCTURAL PROJECT TITLEREVISION-I: DRAWINGS FOR ALL FURTHER DES PLAN 5-A COFFER INFORMATION.BUILDING 11111 1::‘ , IGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING ' 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL TD II \',. COMPANY- DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8”= 1' AH designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. I MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 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). OPs . vtL''''' c:r"4 f� i tt;jr,, .i • la,i ,i3 10ri�`1 ,° „ -, .,x i»xpIRi S tf;3f•Il IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDFIC=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2-10=(-799) 2686 3.10=� 300) 336 SPACED 24.0" O.C. 2- 3= -3018) 1136 10-11.(-562) 2250 10- 4.(-235) 629 WEBS: 2x4 KDDF STAND; BC: 2x4 KDDF STAND3- 4= -2885 1241 1 -12=)-258) 1671 4-11=)-7361 574 2x4 DF STAND A LOADING 4. 5= -2255 1147 12-13.(-597) 2094 11. 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2255)))))) 1147 13- 8=)-834) 2444 5-12= -460 1077 TC LATERAL SUPPORT <= 12"OC. 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: p 24.0" 24.0" LL= 25 PSF Ground Snow (Pg) ConnectoBEARING MAX VERT MAX HORZ BRG BRG C,CN,C18,,CN18te(orrrno1x prefix)) = CompuTrus, Inc BOTTOM LOADCHORD AT LOCATION(S)FOR SPECIFIEDLIMITED IBC STORAGE1 . LOCATIONS REACTIONS REACTIONS SIZE SOQIN. (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 OI OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 1COND. 2: Design checked for nett-5 Osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.167' @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321" @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" f '( NOTE:Design assumes moisture content does 7-05-13 7-02-08 7-02 08 , 7-02-08 , 7-02-08 T 7-05-13 , not exceed 19% at time of manufacture. T T TDesign 12 12 system andforms to componentsiandlcladdingrcriteria. 7.00 17- M-4x6 ""---..17.00 4.0" Wind: 140 mph h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5iiis; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 400„00000100 load duration factorl.6 Truss designed for wind loads M 5X8(5) in the plane of the truss only. M-5x8(S) 0.25" 0.25" '41+ `o U, '' r, o + c,M -1.5x3 ,M-1.5x3 ir\ 0 0 A � o 2 A 10 11 T '' 1? 13 8 0 - M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) b 1, 1, 1, J' y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 p, ,D P R°rens JOB NAME: 5-A POLYGON NH - B2 Scale: 0.1445 ,`� l G(" i0 WARNINGS: GENERAL NOTES,unless otherwise noted: vrrr/2 i/b � 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 IndNidual �` =ff�ff a ��� 41i E r Truss: B2 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 bracingto Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at ✓J P 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,lira"""` DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)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 <+:/� SEQ. : 6037152 4.No bad should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' ,z7.4k, 2 \�c. design bads be applied to any component and ere for"dry condition"of use. 4 i TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.oesigna assumes full bearing at all supports shown.Shim or wedge if [�» OK fabrication,handNn,shipment and installation of components. ry• F RIO- 6. 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 placed so their center 'i. 1111111111111011111 TPek U A in BCSI,copies of which will be 7.6.ed upon request. 9.Digitslines coincidte si ee with jof plate inoint rinches. �7p 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 11111011 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 KDOF N1&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 k1&BTR SPACED 24.0" O.C. 2- 3=1-2998) 1127 9-10=(-607) 2217 9- 4=(-234) 630 WEBS: 2x4 KDDF STAND; 3. 4=(-2865) 1232 10-11=(-267) 1637 4-10=(-737) 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12=1-584) 2045 10- 5= -460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229) 1164 12- 8=)-829) 2355 5.11=(-450) 1055 TC LATERAL SUPPORT <= 12"01. 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 BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES C,CN,C18,CN18 or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -380/ 2064V -302/ 316H 5.50" 3.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF 625 JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans COND. 2: Design checked for net(�pcf)�nlift at 24 gc s ao cina 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 = -0.163' @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117' @ 43'- 0.7" NOTE:Design assumes moisture content does 21-10-12 21-07-08 not exceed 19% at time of manufacture. T T '1 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 12 T i' T T T I Wind: 140 mph, h=25.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 12All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 1/ M-4x6 7.00 load duration factor=1.6, Truss designed for wind loads 4.0' 5 4'1" in the plane of the truss only. ,i M-5x8(5) M-5x8(S) 0.25" 0,25" J�\\ vp o C') o4 M-1.5x 3 M-3x5 !VII-1.5x3 o 00 A o 4 o 2, 9 10 � X11 12 8** M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) y J. 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 �` � PRp e�� Scale: 0.1411 5 �(}N7 )}L7ry���j WARNINGS: GENERAL NOTES,unless otherwise noted: 4{ V /4Gl/f :' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4' `092e 41P E 1'' Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I. 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 14 , DATE' 8/22/2014 responsibility 9 designer. continuouss ng such as plywoodgheething(es and/or drywall(BC). „44#'0111,90.-` the overall structure is the res nsibili of the building 3.2x Impact bridging or lateral bracingrequired where shown++ (C f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. :.�G OREGON �f,. S E Q ts' ^V TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q A` 1 4 . t�4 fabrication,handling,shipment and Installation of components. necessary. `�% �`- 7.Design assumes adequate drainage is provided. t]r:f`� 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 fl 1 1111111111111101111111111 III VIII 111 I1llTPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11= -1431) 2572 3-11=( -152) 192 15.10=(-182) 108 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2- 3= -3025 992 11-12= -1288 2429 11- 4=( -49 296 WEBS: 2x4 KODF STAND; 3- 4= -2875) 987 12 -13= -1034) 2330 4-12=( -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14=4 -850) 2024 12- 5= -216 868 2x4 KDDF M18BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14.15=) -541 1259 12- 7= 443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226) 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -1563) 594 8-14=( -966) 1300 497 LL = 25 PSF Ground Snow (Pg) 9.10= -141) 157 144.19=(-2329) 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT 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 KODF 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 (GOND 2• Design checked for net(-�p3f)yglift at 24 'oc spacing.) vertical members (uon). 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 prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" 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 Pr not exceed 19% at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting T 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' '(T T f 'f T Wind: 140 m ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dxr), 15 09-12 load duration factor=l.U, 1' T Truss designed for wind loads 12 in the plane of the truss only. 7.00 VM-4x6 M-5x6(S) M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) r, 7 k a�r 9 1 0.25" v . �? + 0 +. + + +1 v r M-1.5x3 0 + Cf 0 T o2 11 12 0.25" M-3x4 0.254 =M-4x4ts* - M-3x8 M-3x4 M-5x8(S) M-5x8(S) y b 1 y ), i, y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH3 �`` C.0 PROF, Scale: 0.1504 �Lr��CJ ,Vf�L+i t*7„9 �'o WARNINGS: GENERAL NOTES,unless otherwise noted: 7C� 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4• . •PE r Truss: AH3 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 responsibilityof 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 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++ 19 tic SEQ. : 6037154 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 tT t(f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L.. �• , design beds be applied to any component. and are for"dry condieon"of use. //1 -1�' 1 4 ?- TRANST 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 V {��1 necessary. 1 �RSS y fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 4. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPI W rCA in BCSI,copies of which will be furnished upon request. git coincideidtwith jointfcenterInches.9.Digits ddsize of platein Inness. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE _ 1.15 1. 2=( 0) 114 2.11=(-1431) 2572 3-11=( -152) 192 15.10=(-182) 108 BC: 2x4 KDDF #18,BTR SPACED 24.0" O.C. 2- 3.(-3025) 992 11-12..(-1288) 2429 11- 4= 48 296 WEBS: 2x4 KDDF STAND; 3. 4=�-2875 987 12-13= -1034 2330 4.12=� -445 367 2x4 DF STAND A; LOADING 4- 5=(-2453 910 13.14= -850 2024 12- 5=( -216 868 2x4 KDDF #18BTR 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 TC LATERAL SUPPORT <= 12'OC. UON. UL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2076) 878 7-13= -254 324 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241) 822 13- 8=( -226 582 P 8- 9=(-1563) 594 8-14= -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 LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -340/ 2071V -179/ 367H 5.50' 3.31 KDDF 625 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 (GOND. 2: Design checked far net( pcf) uplift at 24 "oc spa 'n6 M,M20HS,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" 0-04-15 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 15-11-11 27-06-09 Design conforms to main windforce-resisting T 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, T (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15-09-12 load duration factor=1.�, Trssind lads f '1 inuthedplaneeofesigndftheorwtrussoonly. 12 5 M- x6 S 17' M-4x6 7.00 M-5x6(S) M-5x6(S) 56 M-37 x4 0 25" =M-4x4 M-1105x3 ky e a -/ 0,25" � + v sr E;), M-1.5x3i \\+ / + +I 8 v o + o) 0 -� A O 1 2r 11 12 T13 `' M-3x8 M-3x4 0.25" M 3x4 0.254 =M-4x41s M-5x8(S) (S) y M-5x8(S) (S) y .1 y , , 7-11 7-06 9-05-08 9-03-12 9-04 2-00 43-06-04 y JOB NAME: 5-A POLYGON NH - AH2 GR„t- p�Q Scale: 0.1504 (4,5 /2 13G1NyA <i� WARNINGS: GENERAL NOTES,unless otherwise noted: /JG �)'l'y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ‘ ' T'' 92 i,PE17 Truss: AH2 and Warnings afore 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 is the responsibility of the erector Additional permanent bracing of 2'ac.and at 10'ac.respectively unless braced throughout their length by #�-lrrr DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). e rr , A rte"' Po y 9 3.2x Impact bridging or lateral bradng 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. 4, SEQ. : 6037155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON�� design loads a applied to any component, and are for"dry condition"of use. �t L TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full eating at all supports shown.Shim or wedge If ? }' 1 4 2Q '� fabrication,handUng,shipment and Installation of components. necessary. �� 6.This design Is furnished subject to the hmita0ons set forth by7.Designlaesassumes adequateatedon ofaces drainage Iso provided., ill h y y I IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located both faces of truss,and placed so their center C r 1 rilla- 6. NV TPIECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. e In Inches. 10.For aits s connector pldicate size ofatelatdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #18BTR; 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=1-5879 1836 11.12= -1642) 4872 3-12= -366 286 16.10=( -342) 255 BC: 2x6 KDDF #18BTR 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 0'- 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 LL 100.0 +DL 28.0)= 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= -4 166 2x4 KDDF STUD l BC UNIF LLI 0.04+DL4 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 LONG LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 9-10=( -100 112 8-15= -2455) 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9= -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.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( 5 psfl uplift at 24 "Sc spacing I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 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 7.10; 11.11-11 31.06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T Truss designed for wind loads 5-11-14 5-05-02 0-06-10 5-10-05 6-05 6-05 6-05 6-05-04 in the plane of the truss only. T T TT T 11-09-12 i ' 640# M-7x8(S) 12 M-5x10 7.00 5 -M-6x6 0.725" =M-66x6 =M-10x10 M-3x61x 6 y M 3x4 .4- i +, + AA *cp M-153 M-3x10 12 M-5 M-4x10 =M-8x8(S) =M-10x10(S) 1, y 1, 1, ), y y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y 2-00 43-06-04 � > (} PRO�'�1�c$' JOB NAME: 5-A POLYGON NH - AH1 Scale: 0.1519 �An l2zlMY ° WARNINGS: GENERAL NOTES,unless otherwise noted: p r 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 ''�- '.7 92 S 11 t-E c Truss: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper f!/ 2.204 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional tempora bracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ��I�+ N 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' ✓.11�'•"` DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(SC). DATE: B/22/2014 the overallstructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L f C SEQ. : 6037156non- corrosive No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON �, I, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, d design bads be applied to any component and are for"dry condition"of use. /6 .' 4 Cyt�v., TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6'�ecesse assumes full bearing at all supports shown.Shim or wedge If 4 fabrication,handling,shipment and installation of components. necessary. { �I 9 P Po 7.Design assumes adequate drainage Is provided. 6.This design is fumished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII IIII VIII VIII VIII 1144IIIITPIMlTCA in SCSI,copies of which MI be furnished upon request. sgit coincide with jointcenter knee. 9.Digits n ncdtsize ofpplatete 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 11111011 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 q1&BTR LOAD DURATION INCREASE = 1.15 I. 2= 0) 114 2.11= -1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF N1&BTR; SPACED 24.0" 0.C. 2- 3= -4062) 1544 11.12= -1139 3226 3-12= -506) 350 2x4 OF 2400F 65 3. 4= -3073) 1177 12.14= -797) 2720 12- 4=) 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0) 0 4-14= 567 259 2x4 DF STAND A LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2298 1240 14-15= -626 234 5-14= -288) 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2207 1142 15-16= -261) 1600 5-15=I-1419 749 TC LATERAL SUPPORT <= 12"0C. VON. TOTAL LOAD= 42.0 PSF 7- 8= -2812 1243 16.17= -595 2048 15- 6=) -558 995 BC LATERAL SUPPORT <= 12"OC. VON. 8- 9= -2957) 1138 17- 9= -836) 2403 6-16=) -434 1178 LL = 25 PSF Ground Snow (Pg) 9.10= 0) 114 16- 7=( -722) 578 OVERHANGS: 24.0° 24.0" 7-17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M2OHS,M18HS, 16 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 OF ( 670 T 9: Heel to plate corner = 2.25' IGOND. 2: Design checked for net(-5 psf) uplift at 24 "ac spa ine 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" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX TL CREEP DEFL = -0.043" @ 45'- 9.5° Allowed = 0.267" MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 7.0017 M-4x6 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8(S) i4:" M 5x8(S) Wind: 140 m ht h=25.6ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 0.25" 0,25" load duration factors; ' dfiCat.2, Exp.B, MWFRS(Di (Allr), Truss designed for wind loads in the plane of the truss only. o M M-3x4 4 Mcp -1.5x3 M-3x4 3 - M-4x6 •. o J, 12 M. 1. rn 1 0 - 2 M 5x6 M 3x4 o 8M-5x10 0.25')6 M-3x4 M-3x8'9 D o M-4x6+ - 2.75 2.04 -4x10 M18HS-5x16(S) 12 12 J,. y J' yy ), y > 2-05-0$ 5-10-08 6-02 0- 1-1 10-04-12 8-11-15 8-11-01 ,, , , y-05-078 12-00-08 1710-04 27-05.04 y2-00 y2-OOy 14-06 29-03-08 y 2-00 43-09-08 2-00 JOB NAME : 5-A POLYGON NH - B3 Scale: 0.1309 �5-� OINEF�fii, "-i0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,(,r {4 L"/ 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 u: `C9 2.*PE i'` 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. .t^'v^ 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 ,fir is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d 4140101 DATE: 8/22/2014 responsibility 9 designer. Impactbridgingbracing required ryweil(BC>. , C the overall structure is the res nsibili of the buildin 3.2x oubei i or lateral r heed where shown++ C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .� A OREGON �, S E Q. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, b 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 6.Design assumes full bearing at all supports shown.Shim or wedge if /< 1 4 12.0��4 fabrication,handling, necessary. ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �E'�R 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 fl I VIII I III VIII I III IIII VIII VIII III IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 2-15=(-1177) 3199 15- 3=( -9911)1 614 22.13=( -87) 221 BC: 2x4 KDDF #1&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= -29381 1219 17-19= 0) 0 16- 5= -121 527 LL( 25.0)+OL 7.0)ONBOTTOM DLHORD = 10.0 PSF 6- 7= -2388 11151110 19.20=) -544 2 87 18- 6= 964 1 )-405 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC, UON, TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= 92 159 8- 9= -2115 1045 21.22=( 720 2182 19- 8=(-486) 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914 992 22.14=) -818) 2248 8.20= -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). LOCATIONS0 - 0.0" -349/ 2064V -211/ 4H 550' 3.30KDDF ACT22. NS SIZE N(( P(C625) 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 ICOND. 2: DesiaO cit cked for net(-5 psf) uplift at 24 "oc spacing.) ** 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" .(( f T ff f f ff f f f MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 2-07-0 4-04-07 0-04-15 5-05-12 0.04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T f '1' T If T 1' 1"I '1' '' MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does 1' ' T 1' not exceed 19% at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.00 I/ Q 7.00 system and components and cladding criteria. M-4x6 7 "M 4x6M-5x6(S) Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, , M-5X6(S) IAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.bl T 0.25" I Truss designed for wind loads � 5 0.25" in the plane of the truss only. Z; M-3x4 .2 M / r +' + Aj133x5 M-1.5x3 M-4x6 '�/ co .......... 0 .ri`it - �w�_ 2 111X10 M-3x4 0 17 19 20 -( 22 14* � M-4x6+ o M-5x10 M-3x4 0.252' M-3x4 M-4x6 0 t 2.75 1.89 v M-4x8 M-5x8(S) 12 12 J' y y 1-90 12 7 7 y 7 y -05-0� 6-06-10 5-05-14 1108-0? 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 y 2-00 25-11-08 y y y 14-06 29-00-04 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH3 '‹` �)pRo� ss Scale: 0.1286 3.- ' 1zz11/ /''' WARNINGS: GENERAL NOTES,unless otherwise noted: (] i�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 �' .g SPE r building component.Applicability of design parameters and proper Truss: BH 3 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.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). a fir 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++ O I 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -T7 OREGON 4,./ SEQ. : 6037158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /-..?0 ,1)...� �� design bads be applied to any component. and are for"dry condition"of use. ZQ -�.. 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 if4, �� necessary. /�g fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. '; ji RIO- 6.This design is furnished subject to the mutations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with jointfcenter Pries. 9.Digits ndsize of plate to Pries. Mi7ek 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 IIIIIIIAll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- I14 4 2012 MAX-1 MEMBER FOR3199 CES (W-99)F614 122-13=( -87) 221 BC: 2x4 KDDF #16,810 SPACED 24,0" 0.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=) -556` 2143 5-18=).543 368 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -544)) 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 6. 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 8- 9= -2115) 1045 21-22= -720) 2182 19- 8.(-486) 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914 992 2-14=) -818) 2248 8.20=) -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 LAD 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,CI8,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(-5 psi) uplift at 24 "oc s a inn 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' T f ff f T ff f f MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0k 4-04-07 0-04-15 5-05-12 0-00 15 5-01-08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T T '1 f system and components and cladding criteria. 12 M-5x6(S) M-4x6 7 M- x8 M- x4 1 M-4x6 12 7,00�/ 1 Wind: 140 mph, h=23,9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, M 5X6(S) Q 7.00 IT Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" / Truss designed for wind loads 0.25" in the plane of the truss only. v AA 0) //-Fil +1\ A o 1A-3x5 M-1.5x3 M-1.5x3 M-4x6 -_ m�w16 Cn rw�_ o 2 M-5x10 M-3x4 0 17 1s 20 22 19* o M-4x6+ o M-5x10 M-3x4 0.2�' M-3x4 M-4x6 0 - 2.75 1,89 vM-4x8 M-5x8(S) y 12 y y 1 Q0 32 y y y /, y ,-05-0 6-06-10 5-05-14 111108-0,2 5-07-14 5-05-12 7-06 7-07-12 y 5,-05-08 13-01-04 y 2-00 25-11-08 y y y 14-06 29-00-04 2-00 43-06-04 y JOB NAME : 5-A POLYGON NH - BH2 Ott) PRp,te Scale: 0.1286 �h\�� t�1/� /R `//° WARNINGS: GENERAL NOTES,unless otherwise noted: <(,/ ,CQJ /tel"}' .. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual " !92 s,PE r" Truss: 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 sheathing such as plywood sheething(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** w jx- 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. : 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, 4_ 4/ t c f✓ design bads be applied to any component and are for"dry condition"of use. �i �.. 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 /' -7 .2p Ak' fabrication,handling,shipment and installation of components. necessary. ,r f f" 6.This design is furnished subject to the limitations set forth 7.Designlatesassumes adequateoboth drainagecis ftru ,provided. [jI� q i-� t Y IIIIII I III VIII I III IIIA VIII IIIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center r'1 f'1 f 4. TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits r basiciconnectosize rplf s ete in inches. des design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 DF 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 KDDF N1&BTR 72, T3 2- 3= -8240) 2291 15.16. -1727) 6287 3.16=) -728) 178 13-22=) 0) 299 #116113BC: 2x6 KDDF N1TA LOADING 3- 4= -6514 2010 16-17= -1666) 5567 16- 4= 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow ((Pg) 4. 5= -6058 2101 17-18= -2003 5967 4-17= -494) 262 2x4 DF STAND A; TC UNIF LL 50.0)+DL((((( 14.01= 64.0 PLF 6'- 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)+DLI 28.0)= 128.0 PLF 12'- 0.0' TO 31'- 6.2" V 5. 7= -5197 1853 19-20= -219 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 475 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 LL( 500.0 )+DL(140.0)= 640.0 LBS @ 31'- 6.2" 11-12= 0 0 9-20= -282 337 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12.13= -5572 1920 20.10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.21=) -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, SPECIES Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KODF ( 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( 5 psi) uplift at 24 'ac 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 = -0.350" @ 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 0-0610 2(-03-08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. 2-09l' f 4-04 '2-02-13 5-05.13 4-07-11 5-05-02 Design conforms to main windforce-resisting T , f <f , , f f f'f ,. system and components and cladding criteria. Wind: 140 mphh=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 11-09-12 11-06-08 (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Di 64011 1V640# T r), T 1load duration factor=1.6 12 • M 7X8 S 12 Truss designed for wind loads M-3X5 ( ) M 5X10 ' 7.00 in the plane of the truss only. 7.00 p M-5__ 7 M-3x4 9 0.25" =M-t 0x4 11 2 M-3x4 M-3 x4 v + + + 3 Lc) M-3x8 co M18HS-3x18 M-7x12 y'- O rn ._//_r+f4 is t7 r".„.„ ee 7- s 0 2 =M 8x8 M-3x4 M-4x8 =M 8x8 19 9 21 22 10* M-4x6+ M-4x6+M18HS-7x14 0.254 M-3x10 M-1.5x3 O a 2 75 2.75.- =M-8x8(S) 12 12 1, ) ), ), ), J, y ), J, ), J, -05-0$ 4-04 4-05-12 3-02-11.2-OO,, 8-01 7-11-04 5-05-02 5-06-14 , ,2-00,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 �'�>v0 P R OF�rs JOB NAME : 5-A POLYGON NH - BH1 Scale: 0.1366 ��< GINE so WARNINGS: GENERAL NOTES,unless otherwise noted: t rrr/���z 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 Q' = .P E re and Warnings before construction commences. building component.Applicability of design parameters and proper ir- Truss: BH1 Incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c. at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracingof ° ' 2'o.c.and sheathing such as plywood sheathe d thro and/or drywall(BC).ngth , DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n /,' SEQ. : 6037160 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,�g""OREGON 1(! fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4,. -if Q\b' A.. design loads be applied to any component and are for"dry condition"of use. /� 1'. „ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 4 �{y nesign ty R`_'- fabricatlon,handling,shipment and installation of components. 7. necessary. ss assumes adequate drainage Is provided. r'i 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center T in I,copies of ch will be ines de with IIIIII VIII 1111101111151 M Te SA,lnCS/CompuTrus iSoftwar 7.6 G(1 L En request . 10.IFor basic connectoroplate design values see ESR-1311,ESR-1988(MITek) int center lines. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" TC: 2x4 KDDF #1&BTR IBC) 2012 MAX MEMBER -104ES 4WR38/(.401( 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" 0.C. 2- 3=(•1004 236 8. 9=( -48 481 8- 4= -295 595 WEBS: 2x4 KDDF STAND 3- 4=( •885 459 9. 6=( -74) 602 4- 9=(-294) 595 LOADING 4- 5= -885 459 9- 5= TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=I-1004) 236 ( 401) 388 BC LATERAL SUPPORT <= 12"0C. UON. L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18MC818,(or n 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 ssfl uplift at 24 "oc spacing.I 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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° MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0' Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0' Allowed = 0.133' 14.00 7 N 14.00 44.0" MAX HORIZ. LL DEFL = 0.011" @ 20'• 0,5' MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" iy 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, 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 Re M-1.5x3 M-1.5x3 in the plane of the truss only. 0 Alikk&0 0 0 o "' ee as .5 ui 0 M-3x4 60.25" M-3x4 M-3x4 0 M-5x6(S) y ), J, y 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 Scale: 0.2044 j,<(.„ ��Ss"a WARNINGS: GENERAL NOTES,unless otherwise noted: �� I z Z//j i". C2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' 792®, 1 E f^"' Truss: 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. .,,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: E E 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 drywell(BC). " Ilr!. 041001P DATE: 8/22/2014 po b 9 3. Impact bridging or lateral bracing required where shown++ CC 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibusty of the respective contractor. OREGON SEQ. : 60371 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, I'. A. >k fri .. design loads be applied to any component. and are for"dry condition"of use. „t�,F 4� �. 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 Y 14 g. 1�, fabrication,handing,shipment end installation of components. necesaery. R�• 7.Design assumes adequate drainage Is provided.a. ^A Rp 11 i+ , 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center ri n i 4 I Milli VIII VIII VIII VIII VIII IIII IIII IIIITPIMRCA in BCS),copies of which will be furnished upon request. lines coincide with joint center Anes, 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-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'• 6.0" ICOND 2 Design checked for net) 5 osfl uplift at 24 "oc s acn ing.) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 KDDFF #1&BTR 82 SPACED 24,0' O.C. NOTE:Design assumes moisture content does 2x4 KD BC: 2x4 not exceed 199s at time of manufacture. LONDIOG Design conforms to main windforce-resisting IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria. 4 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 m ht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 M,M2OHS,M18HS,M16 = MiTek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M•1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 IIM-4x4 12 14.00/ BN \14.00 v CD 0 CO `r' r M-3x4 ,' ". ,,..,.,.....,...,,,..,'Y......,,.,.,............,,,..,...I,.....,.� ' o 0 M-3x5(S) 0 M-3x4 y ), y 6-10-15 13-07-01 J, y 1, J, 1-00 20-06 1-00 ��Op PROPE �,s JOB NAME: 5-A POLYGON NH - Cl Scale: 0.2158 5 WARNINGS: GENERAL NOTES,unless otherwise noted: ,5� `'(F/Z i C �� 1.Builder end erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual 'Q -_92 t 0 P E r , Clend Warnings before construction commences. building component.Appacadlity of design parameters and proper Truss: C incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ,�+ 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by r, ^-.. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r ' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ —1110 4.No load should be applied to any component until after allbracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4 OREGON 40 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, i' d N "NIX A., TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. 7 k2,5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14 necessary. ` l fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. �.4� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I III VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with jointfcenter Ines. 9.Digits indicate size of an 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(Welk) EXPI R'ES:12I31 t2O15 IIIIIIIIIill 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/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Nan-Rep) 1- 2=( 0) 86 2- 9= -1252) 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 BC: 2x8 KDOF gt&BTR 2- 3= -8954) 2004 9-10= -1252 5318 9- 3= -102) 114 7-13= -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8738 2060 1011= -1284 5552 3-10=) -192 616 7- 8= -10200 2302 2x6 NODE M2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11-12= -1154 5472 10- 4= -900 3994 TC UNIF LL 50.0)+DL( 14.0 = 64.0 PLF 0'- 0.0' TO 20'- 6,0' V 5- 6= -6390 1640 12-13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LLI 0.0)+DL( 20.0 = 20.0 PLF 0'- 0.0' TO 7'- 0.0" V 6- 7= •8600 2028 13- 8=I-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" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SG.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 Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IQOND 2 Design checked for net( pef) uplift at 24 "oc s a ina nails staggered at: 9" oc in 1 row(s) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 throughout 2x4 top chards, 5" oc in 2 rows throughout 2x8 bottom chords, MAX LL DEFL = -0.001' @ -1'- 0.0" Allowed = 0.100' 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069" @ 14'- 7.7' Allowed = 0.979" LOAD(S) EQUALLY TO ALL MEMBERS, MAX TL CREEP DEFL = -0.175" @ 10'- 3,0" Allowed = 1.306' 10-03 10-03 MAX HORIZ, LL DEFL = -0.016" @ 20'- 0.5" MAX HORIZ, TL DEFL = 0.034" @ 20'- 0.5" 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does - T - T T T ' not exceed 19's at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 5.0" N14.0 0 5 Wind: 11(40 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 All 0 load Heights), Endurationtor=l.,Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. \\. M-3x8 M-3x6 cli0 ri M-4x12 M-5x12 o M-5x16 IllikAuill: M-5x16 oo .� . �ONiiS:=�� ��D II■Y , o 9 18 M-15x3 M-7x12 0.25" M-6x 10 M-3x10 6 c ***)3751 -M-10�0(S) y y y y ,, ,,3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 y 1-00 20-06 JOB NAME : 5-A POLYGON NH - C3 Scale: 0.1681 ,5-0" C/▪ a N- R �7J��`,.S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: Lj,r� /Z ZI f! -y. �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual t . ;92.0 C9^J.0 PE rTruss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Atir 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �]7.1 �] 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. '� OREGON 44, SEQ. : 603/ 1 63 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosNe environment, design loads be applied to any component. and are for"dry condition"of use. ���y� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q i}' 14 ?.' �-f- fabdcetion,handling,shipment and installation of components. necessary. A_ t 7.Design assumes adequate drainage is provided.`' rl!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 f'1 V 1. I IIIIII I III VIII VIII VIII VIII VIII IIII IIIITPIIWTCA in BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. 10. pp MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII II II III 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 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2.6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. 2-3=(-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 KDDF ( 625 Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,C018 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5-10 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 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/ \14.00 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' �� MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" � MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 0 U) 0 co 0 o �r ' s5 3 o _��_ -,o o� -� 6 0 M-3x4 M-1.5x3 M-3x4 y )' )' 5-10 5-10 J' ), ), J' 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D2 �oGIN POS ROp Scale: 0.3596 `5P � 12zci' /(,? WARNINGS: GENERAL NOTES,unless otherwise noted: A/f J7c-, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 . '.92 0 0 P E 1✓ Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. //" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et - 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)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++ C 4.No bad should be eppied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7G OREGON�� � STRANS I D: 406556 4., E Q° : 603 7164 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, �r design loads be appFed to any component end ere for"dry condition"of use. '7}� Q t,^t- 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 necessary. l �+�. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 't;} R I_.\- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedon both faces of truss,and placed so their center pp IIIIII VIII 11111111111111111 VTPIAIVTCA in USA,lnc./CompuTrus(ch will be Software 7.6.6(1 L En request. 10.For basic connectoro oplate design values see ESR-1311,ESR-1988(MiTek) 9.lines coincide with jint center hnes. Digits Indicate size of late in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" QDND. 2: Design checked for net(-5 psf) uplift at 24 "ac a a-'no TC: 2x4 KODF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.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. DON, LL( 25.0)+DL Design conforms to main windforoe-resisting 7.0) ON TOP CHORD = 32.0 PSF system and componentscladding Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF y and criteria. P 0 TOTAL LOAD = 42.0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,bt, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T 12 IIM-4x4 12 /— 14,00/ 3 N14.00 Alk ft 0 In 0 co 0 11 i; -3 .er �� M-3x4 M-3x4 0 f-- y y y y 1-00 11-08 1-00 PR ,i1/403 04 JOB NAME : 5-A POLYGON NH - D1 Scale: 0.3526 �0, , 61'2�0 WARNINGS: GENERAL NOTES,unless otherwise noted: 7� Azi/f / ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' 7:92$10 9 PE t' Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web blaring 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 by0400110. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheaths ry ( ) ? DATE: 8/22/2014 responsibilitybuilding designer. P bridging or sheathing(TC)shown d wellBc. the overall structure Is the res nsibili of the 3,2x Impact brit In lateral bracingrequired where ++ ielh '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. "f7� 4 OREGON� �4,/ SEQ. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -, �k design loads be appFed to any component and are for"dry condition"of use. ,/ •v� {� 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 j 4 2. �A`C fabrication,handling,shipment and installation of components. necessary. AA r.. ``'' 7.Design assumes adequate drainagecIs provided. '�/ 't'f p 1 � 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ��ll Ft L. I IIIIII I I VIII VIII IIII VIII II II III IIIITPINWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 INN 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 4141R/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #16BTR 2- 3= -3372) 842 7- 8= -680 2954 2- -1360 424 WEBS: 2x4 KODF STAND; LOADING 3- 4= -3376) 838 8- 9=I-372` 8=1990 8- 3=(-1214( 4854 2x8 OF SS A; LL = 25 PSF Ground Snow (Pg) 4. 5= -3446 750 9. 5= •370) 1988 8- 4= -156) 306 2x6 KODF #2 B TC UNIF LL 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6= 0) 86 4- 9=) -176) 84 BC 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)+DL 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50' 9.11 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 ICOND. 2: Design checked for net( 5 psf) uplift at 24 "oc spacing.) M,M20HS,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 Ti CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" J,_ Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0" Allowed = 0.100' nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" *** HANGER TO APPLY CONC. W 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`Is at time of manufacture, f f Design conforms to main windforce•resisting T 3-03 T 2-07 T 2-07 T 3-03 f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dxr), 14.00 V 3 4.0" \14.00 TTrussoad ddesigneduration fforowind6loads A- ,� in the plane of the truss only. s� M 3x5 M-3x5 o fir * u; 0 co M-5x10 AI 0 4ed , 0 0 4METIIIIIIIIIIINEWINIIIIIMMIIIII.410 'ID) 1--- 7 8 9 M-3x8 M-8x10 M•1.5x3 M-5x10 f- y y ***�y551# y y 3-01-04 2-08-12 2-08-12 3-01-04 ,1 ), ). 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5-A POLYGON NH - D3 � 9,0) PROF) Scale: 0.2557 �`5 ( /2 / /� WARNINGS: GENERAL NOTES,unless otherwise noted: 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 �- .^!,' 72/O P E; r D3 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. rre''✓ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'c.c.suchas respectively unless braced throughout their length). /A" 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. 3.2x Impact bridging or lateral bracing required where shown++ MI C 4.No load should be appfed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGONts. 4/ SEQ. : 603 7166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L. 4r �N design loads be applied to any component and are for"dry condition"of use. 1/ 1 4 2, •}.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �Q. necessary. i 't+. Vi { fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. G: Lb 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located pon both faces of truss,and placed so their center I/WICA in SCSI,copies of wh IIIIII IIII II1111V111111 VIII IIII IIII M Te USA,lnCJCampuT s(Software 7.6 6(1 L)E request. late in inches' 09..Forlines coincide with joint center lines. ibasic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1111 1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-217) 180 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" -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: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE GOND. 2: Design checked for net(•5 psf) uplift at 24 "cc s acg ing I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559" MAX TO PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" it MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2' MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Lo o in the plane of the truss only. CO 0 0 u; r-- 0 0o 0 VA ,/- -/ 0 4"-1 M-3x4 s-- y i' y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,31 JOB NAME : 5-A POLYGON NH - J13 <c:'''' c t� P 6'61 Scale: 0.4281 �`x'S ,������ed g,, /0� WARNINGS: GENERAL NOTES,unless otherwise noted: ,w /./X F 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual tt ;92$$P E c"' Truss: J 13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 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 ,,,,,00, - DES. the responsibility of the erector.Additional permanent bradng of continuous sheaths such as plywood sheathing(TC)C end/or d r/wa." the overall structure is the responsibility of the buildingdesigner. perg 9(r s rywell(BC). ,. " - C' DATE: 8/22/2014 Po ty 9 3.2z Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON I. S E Q time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4,- -j \b c TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. / 205.CompuTrus has no control over and assumes no responsibility for the 6.Deign assume full beefing at all supports shown.Shim or wedge If 0 1 4 �b. fabrication,handling,shipment and installation of components. necessary. s P tli -. 6.This design is furnished subject to the limitations set forth by 8.PlatDeses shall be locaten assumes gd on both faces drainage of truss,and placed so their center `�� IIII I III VIII I III III'VIII III'VI'I'ITPI/WICA in BCSt,copies of which will be furnished upon request. lines coincide with Joinptt 10.FFcenter Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Ein Inches. nt 9. rbasi Digitsc connectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 I IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2.6=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3= -581``` 500 3-4= -164 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -21 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 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 ( 625) M,M2OHS,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 625I 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 GOAD IS A MINIMUM OF 10 PSF. I QOND. 2: Design checked for net(-5 psf) uplift at 24 "oc s acp ine.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /14.00 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 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's at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. c� Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �rood duration factor=1.6Trss designed far wind loadsmc.1inthe plane of the truss only.0C0 rn -�0 ), l, 1, y 1-00 6-00 4-03 V,t0 PRO,fi JOB NAME: 5-A POLYGON NH - J12 '<` GINyssrsale, D.296G lc !v � WARNINGS: GENERAL NOTES,unless otherwisenoted: llI v G "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 indhbdual U: 7,92e 92e S PE f' T r u s S: J12 anduWarnings onwe constructionacing commences. buildingpcomponent.ioncoonen is responsibility spoign parameters and proper 2.2z4 compresslan web bredng must be installed where shown+, inDesign f the topent Is the rs of taha ally ing designer. '' 3.Additional temporary bracing to Insure stability during construction 2.Design assumesdthe top and bottomunlesschsrbr c be throughout try braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of c n.c.and at 10' in respectivelyhlwoobraced throuand/o their length by 0410".) continuous sheathing such as plywood sheathing(TC)end/ordrywell(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ it Q 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. -vOREGON 4/ S E Q. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosiveG environment, , 'ij \lot A. TRANS I D: 406556 design loads be apples to any component. 5.CompuTrus has no control over and assumes no responsibility for the end are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge If fl! -7).r1 4 2 C ,4 ��i. necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. . y ... 6.This design is fumished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII III I VIII II II VIII VIII IIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. 9.lingo coidciae wsize ith jofnpt center nche. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 111I1 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(0) 0 BC: 2x4 KDDF #16BTR 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 L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 10.6" 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' -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 M,M2OHS,M18HS,M16 = MiTek MT series ( 625 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 osfl uulift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 10.6' Allowed = 0.088' /14.00 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% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load Trussddesigneduration fforowind�loadsin the plane of the truss only.oc� vr 0 rn00 ), 1, y y 1-00 6-00 4-10-09 [PROVIDE FULL BEARING;Jts:2.6,3.41 JOB NAME : 5-A POLYGON NH - J11 Scale: 0.2753 5� � p� css/o, WARNINGS: GENERAL NOTES,unless otherwise noted: �• r (wl( ! "7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t• !920 SPE r" Truss: J11 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer, 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 40/ the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , , DATE: 8/22/2014 Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ 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. OREGON SEQ. : 603 7171 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 applied to any component. and are for"dry condition"of use. _y� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if 14 f�t�,T necessary. �``p V`. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "+'i p y O- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +'i rl I[IIIA VIII VIII VIII VIII VIII VIII[III[IIITPINVrCA in BCS[,copies of which will be furnished upon request 9.lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E basicts connectocate size r f 10 .plateFor design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0))))) 86 2.5=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. 2.3=(-562( 497 3-4=(-139 88 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 L 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,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for net) 5 psf) uplift at 24 'oc spacinc.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" ii MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012' @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o inuthess dplaneeofftheor wtrussind oonly. r adso N N 0 1- CI 0 to -/ 5 M-3x4 ), ), y ), 1-00 6-00 3-11-09 JOB NAME: 5-A POLYGON NH - J10 <(..s' pRo��ss Scale: 0.2937 � ti`�12z1 /{� WARNINGS: GENERAL NOTES,unless otherwise noted: 1 PJ�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' 92140 E r- and Warnings before construction commences, building component.Applicability of design parameters and proper Truss. J 1 O incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c,respectively unless braced throughout their length by /0WOW r.. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` � tv. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.iz Impact bridging or lateral bracing required where shown++ n mac, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "17 OREGON 4, SEQ. : 6037172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are be used Ina non-corrosive environment, 1- 'if N C, TRANS I D: 4065 c CC56 design loads be applied to any component 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of to use. 6.Design assumes full bearing at all supports shown.Shim or wedge If '4 -.���=.= d 1 4 necessary. /�,��C) 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 locatedppon both faces of truss,and placed so their center lin s de with IIIIII I III 111111111111111111111111 M Te USA,lncTPI/WTCA in ./CompuTr s I,copies of (Software 7.6.6(1 L)E request. 10.For basic connector o int center Ines. 9.Digitsplate design values see ESR-1311,ESR-1988(MiTek) indicate size of late In Inches. EXPIRES:12/31/2015 IIIIIIIIIIThis 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.5= BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-483427 O) 0 3.4=(-111) 48 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 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 -179/ 391H 5.50" 0.60 ODE ( 625) Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KOOF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF625 M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6° -50/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net( pcf( uplift at 24 "cc spacing I A- /12 -/ 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 = 0.153' @ 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 system and components and cladding criteria. 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, NTruss designed for wind loads vin the plane of the truss only. 00or- CdOrA- Lo o� -/o A- ,i, ), y y 1-00 6-00 2-11-09 (PROVIDE FUIL_BFARING:Jts:2.5.3.41 JOB NAME: 5-A POLYGON NH - J9 'v' pR°"� u Scale: 0,3208 ° *`� ) )y��7y . WARNINGS: GENERAL NOTES,unless otherwise noted. <L� ••0/2•1/1 f -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 (:e• '192 0.PE 1'' Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction ifeill,:f., 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � '. DATE' 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheething(rC)and/or drywall(BC). its, the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing required where shown++ • CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - ' OREGON �t. SEQ. : 6037173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment,TRANSW I D: 406556 design loads be applied to any component. g,Design assumand are for es fulldbeadn of all supportsfA 1Y 2-°- i"5.CompuTrus has no control over and assumes no responsibility for the g g shown.Shim or wedge If V 1 4 2- �y`�" fabrication,handing,shipment and installation of components. necessary. f 6.This design Is furnished subject to the Imitations set forth by7.Designlatesassumes adequateatedon drainagecis trus,provided. "Ltt,ry y f I(IIIA I III VIII I III(III VIII III((III(III 9 1 8 Plates shall be located both faces of truss,and placed so their center r i RU A- 6. in BCS(,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �I EXPIRES,. 231/2015 111 1111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-417) 361 3-4=(-107) 44 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 SG.IN. (SPECIES) 0"- 0.0' -241 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. IGOND 2' Design checked for net(-5 psfl uplift at 24 "ac s acp ina.l 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 TC PANEL TL DEFL = 0.178" @ 2'- 11.6' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19`Is at time of manufacture. y 12 / Design conforms to main windforce-resisting 14.00 7 system 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 CM Truss designed for wind loads Tr o) in the plane of the truss only. 0 0 rn 0 0 eiktO 7/- Lc) �� 0� z� 5W_. -/ 0 M-3x4 ; )' y 1, 1-00 6-00 1-11-09 (PROVIDE FULL BEARING;Jts:2.5,3,4I JOB NAME: 5-A POLYGON NH - J8 1 E Scale, 0.3559 <°t.lk 1 cr/e) WARNINGS: GENERAL NOTES,unless otherwise noted: /p7C' ,' 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 .792s 92 s•r-E J8 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/� Truss: J 8 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �J" 3.Additional temporary bradng 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 0 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(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++ I. c 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -' OREGON b ki SEQ. : 6037174 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, Ir• , - , design bads be applied to any component. and are for"dry condition"of use. I -7 3..' 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 C,r 4 necessary. +. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. t„ to,. 8.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. Digit coincidenditwith joint centernche. 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 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 2-5= BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2.3=j-334 18 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=( 83) 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -34/ 393V -133/ 325H 5.50' 0.63 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5g THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. psfl uplift at 24 "oc spacing.' 4 � VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0,0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'• 11,6' Allowed = 0.096" MAX TL CREEP DEFL = •0.003" @ 6'- 11.6' Allowed = 0.128' MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2' Allowed = 0.864' j( 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 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=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (NI (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, CD Truss designed for wind loads cr in the plane of the truss only. CO co 0 01 0 r,- o/- o '�1 5�� -' M-3x4 ,,,- 1, ) ) ) 1-00 6-00 0-11-09 PROVIDE FULL BEARING'Jts'2 5 31 JOB NAME : 5-A POLYGON NH - J7 Scale: 0.3882 4? ��GPN �`ri0 WARNINGS: GENERAL NOTES,unless otherwise noted <t,rt LG+/Re / IIy 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 1.-- Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web braang must be installed where shown+. Incorporation of component Is the responsibility of the building designer. . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.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 drywaH(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++ -10 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4.0 SEQ. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �� N. ., design loads be appPed to any component. and are for"dry condition"of use. �,. ,t 2.0 4- 1 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,(� 1'4 2. 1y4- fabrication,handling,shipment and installation of components. necessary. �tb4-. 7.Design assumes adequate drainage Is provided. ,✓! �y b S 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 fl.y b I III I I III IIIA I III VIII VIII III IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Rites. 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 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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=(-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 BAG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -184/ 201V 0/ OH 1.50" 0.32 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE �COND 2 Design checked far net(3psf) 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" 01 MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00/ Wind: 140 mpht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads cu in the plane of the truss only. 0 Lc) NI- o n CID 0 co 0 r,.,_ WI V CD A- 4► -/ 0 M-3x4 A- .1 J' 1, 1-00 6-00 :1 I ." I JOB NAME : 5-A POLYGON NH - J6 `` JINE '4 Scale: 0.4179 '��� '1/G /1! �i° WARNINGS: GENERAL NOTES,unless otherwise noted: f��f t(�f7' 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 t 0 r E 1-- Tr Tr ii s s: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper r�/^/M" 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Ailie3.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 #`,wiry. DES. BY: EE s the respons b tity 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. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC' 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. -S, A.OREGON�Ix �4(i 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, TRANS I D: 406556 design loads be applied to any component. 5.CompuTrus has no control over and assumes no respansibiIty for the and are for"dry condition"of use. •� y `:a©��-- 6.Design assumes full bearing at all supports shown.Shim or wedge If 'SJ. 14 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FiR I t..\- 6.This design is fumished subject to the imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center s IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,IncTPI/VVTCA In 6/CompuTfus SoftwaI,copies of which will be re7.6,6(1 L)E request. 10.Forlinbasic connector de with o int center hnes. 9.Digitsplate design values see ESR-1311,ESR-1988(MiTek) indicate size of late In Inches. EXPIRES;12/31/2015 1 110111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #18BTRIBC 2012 MAX MEMBER FORCES) R 2.4/(0( 0q=1.00 LOAD DURATIONCI24R0ASE C 1.15 2.3- 0) 57 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2-3=�-180) 157 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 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" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625` Connector plate prefix designators: 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 (Pg) 6'- 0.0" 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. (GOND. 2: Design checked for net( p )�tOlift at 24 "oc s an cinB BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-09 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 = 0.029" -7( MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.039" MAX IC PANEL LL DEFL = 0.140" @ 2'- 10.1' Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" i, 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 m ht h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6 Truss designed for wind loads v o in the plane of the truss only. v (O 0 r- 0 Lo of_ M-3x4 y )' y 1-00 6-00 (PROVIDE FULL BEARING,Jts:2,3,41 JOB NAME: 5-A POLYGON NH - J5 � � PR Opt. Scale: 0.4549 Cj�� �a(NEb, �/ WARNINGS: GENERAL NOTES,unless otherwise noted: �ti 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 Q' " T r ii S S: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compresown web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 401°,00(.0"e'' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,raspectivety unless braced throughout their length by � DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,//NW the overall structure is the of the 3.2x Impact bridging or lateral bracing required where shown++ �. 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. EG SEQ. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, :::11:111111! Wdesign loads be applied to any component. end are for"dry condifion"of use. �.TRANS ID: 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 j4 �`` fabrication,handing,shipment and installation of components, 7.Design assessary. ;r_e 0 6.This design is furnished subject to the limitations set forth bya,Design assumes adequate drainage is provided. 4/ �y s III IIII VIII 11110111111111111111111 III I III IIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center R R TPIMfrCA 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 f plate in Inches. 10.FF9. orits basic connectordicate size plteldesign values see ESR-1311,ESR-1988 (Mirex) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-132) 131 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" •10/ 346V -81/ 189H 5.50" 0.55 KOOF ( 625 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Deign checked for net( p i) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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" 3-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed 0.079" T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" /- -, MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 4 MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 12 14,00 7 not esign 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 m hl h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. .7 ,, Cd O O O �� O M-3x4 1-00 6-00 JOB NAME: 5-A POLYGON NH - J4 `` p �RQ��s Scale: 0.5091 �� �(2NEph�, ��� WARNINGS: GENERAL NOTES,unless otherwise noted wC? V n/" ry f(F{T 'l- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 'T921 SPE and Warnings before construction commences. building component.Applicability of design parameters and proper /n/r' Truss: J 4incorporation of component Is the responsibility of the budding 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'pc.respectively unless braced throughout their length by 0,410.10r DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `i � DATE• 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** rl 4.No bad should be appied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. �.4yOREGON SEQ. : 6037178 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, (.. "Pf Nb'' 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 6.Design assumes full beating at all supports shown.Shim or wedge if Q }'' 14 fabrication,handing,shipment end installation of components. necessary. �+. 9 P 7.Design assumes adequate drainage is provided. C:fi R tt„. 6.This design is fumished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINYfCA in BCSI,copies of which will be famished upon request. lines coincide with joint center Ines. 9.Digits indicate of platate In Inches. M iTek 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 1111111111 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=(-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 SQ.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625` prefix designators: 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 Connector plate C,CN,C18,CN18 (orrno prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ' 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !GOND. 2: Design checked for net( p3f)�nlift at 24 "oc spacinG I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6" Allowed = 0.254" '( T MAX IC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" A- -, MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00/ 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N3 0 0 U, o/- 0 c2 ► 4 M-3x4 /- y y y 1-00 !PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME : 5-A POLYGON NH - J3 it pR�F� Scale: 0.5712 cP 41's° �0 WARNINGS; GENERAL NOTES,unless otherwise noted: li/7 ir 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 .92S`PE 1' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r✓ ,l!i„e" 3.Additional temporary bracing to insure stability during construction 2.Design assume the top and bottom chords to be laterally braced at J'r' DES. BY: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,,.+'"r-ln - 1. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7G OREGON A.SEQ. : 6037179 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '7 11 design loads be applied to any component. and are for"dry condition"of use. _{ TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, �V fabrication,handing,shipment and installation of components. necessary. s pr �y p t S" B.This design is furnished subject to the imitations set forth by 7.,Platesnshall be locateassumes d both faces drainage of truss,and placed so their center !?t-1 L�:" 1111111 111111111 I III 1111 VIII VIII 1111 !III TPINVTCA in BCSI,copies of which will be furnished upon request. 9.Digits lines coincide with JIndicate oinppt center linea MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForr basir connector plate design values see ESR-1311,ESR-1988(Welt) EXPI R'ES:12/31/2015 II'IIIIIIIIII 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 A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-62) 83 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625` 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50" 0.08 KDDF 625 C,CN,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' Design checked far net(-5 psf) uplift at 24 "oc s acp 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" 1-11-09 MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163° MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244' T T MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00/ MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. r4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, at Truss designed for wind loads o in the plane of the truss only. V N O M O/_ O o,-- �� MIPOIIi4 -/ M-3x4 /- ), / > 1-00 (PROVIDE FULL BEARING:Jts:2.3,4I 6-00 JOB NAME: 5-A POLYGON NH - J2 �, n PROF es Scale: 0.6380 -\5 t.1 ? WARNINGS: GENERAL NOTES,unless otherwise noted: (L�j// A [f?CC' ' . 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`®P E Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. /J 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 construction 2'o.c.and at 10'Sc..respectively unless braced throughout their length by �, `' DES. BY E E is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)end/or d a BC. ren` n. DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging lateral bracing required where a shown++ j M .c, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. =n7 OREGON 4,/ SEQ. : 6037180 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. design beds be appNed to any component and are for"dry condition"g use. / '7.}� 2- A., 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 on wedge If C7 14 �`' necessary. /� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. "'le "V 6.This design is furnished subject to the NMtations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center IAWCA in BCSI,copies of wh IIIIII VIII 11111111111111 VMiiTTe USA,Inc/CompuT o(Software 7.6 6(1 L)E request. lines incide with joint center lines. late in inches. t0.Frrlbasic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 I II'IIIIIIIIitI 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 416BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(•99) 174 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50' 0.52 KDDF ( 625) Connector plate prefix designators: 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' D/ 48V 0/ OH 5.50" 0.08 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. (GOND 2 Design checked for netj�pSf)�plift at 24 "ac sdacinc I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.003" @ -1'• 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6' Allowed = 0.254' 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" '( 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 14.00 not exceed 19%at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mphh=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Ii, o n ✓ oma. 0 O 0 �� N O/- �1 ►/4 -' -3x4 ./ y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME: 5-A POLYGON NH - J1 .`" PRp,�fi Scale: 0.6505 �,�y� lZZ �f° WARNINGS: GENERAL NOTES,unless otherwise noted: ({2 //'j! ✓-;,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "- -92 0 OP E P" Truss: J1 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 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 here s 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++ y p 4.No load should be eppfied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON CC SEQ. : 60371 81 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, �+y TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. 1"67°://k � �! 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 'T k 1 4 2.0 t�-4,( fabrication,handing,shipment and installation of components. necessary. �` 6.This design is furnished subject to the imitations set forth7.Designlaesassumes adequatedon drainage Iotruss,provided. > C•Ty I IIII VIII VIII I III IIII VIII VIII IIII III) by 8.Plates shall be located both faces of and placed so their center r i TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center fines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.For ibasiIndicatets connector ate design values see ESR-1311,ESR-1988 9 (MiTek) EXPIRES:12/31/2015 111111111101 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 R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7. 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BOG 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 psfl uplift at 24 "oc spacing.I 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' 6-11-09MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" T 6 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" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting cd system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, C3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, 4b M-4x6 Truss designed for wind loads oin the plane of the truss only. m iiiilhb4444b O ��oI:ammmmmmd'cm e oM-1.5x3 M-3x4 M-3x4 M 3x4 A- 2-03-12 3-08-04 J, > y 1' 1-00> 2-05-08 4-06-01 y y 6-00 0-11-09 IPROVIDE FULL BEARING;Jts:2,4,9,5I D PROpe JOB NAME: 5-A POLYGON NH - J7C Sala: G.2881 ���c G(NEp,� 4>0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,(C.:7 12 Ziff/4? r-Ec- 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 IndNidual ".1` =9 r-0 c and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: J7C incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2,Design assumes the tap and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4, DES. BY: EE is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). t� 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 CC SEQ. : 6037182 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7 4_fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, h. car 2ps A.. TRANS I D: 406556 design bads be appfed to any component. and are for"dry condition"of use. 1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing ),at all supports shown.Shim or wedge if �y necessary. yy. n}+4. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center rf r'1 11111111111111111111111111TPI WfCA in SCSI,copies of which will be famished upon request. git coincide with joint center lines. 9.Digits oncide size oplate o Innes. n MiTek USA,Ina/CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t998(MITek) EXPIRES:12/31/2015 1E11111111 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 k1&BTR SPACED 24.0" O.C. 2-3=(-372) 267 6.8= -39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND3.4=(-338) 286 3-8=(-76) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-112) 82 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" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V 119/ 2658 5.50" 0.43 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625` M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 118.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5' Allowed = 0.290" T 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. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4X6 in the plane of the truss only. to cp co liikkh4% 4 0 .- 111•1 'n PAMdr�mree to 8''- • c. M-1.5x3 8 M-3x4", M-3x4 0 M-3x4 A- )' 1, J, 2-03-12 3-08-04 ), )' ), 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 - J6C Scale: Q.3244 �5'�`c, p►v 's,a,,gg WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z.1 ZZ/ l' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4: ' T 9241 e P E 1-- Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer- DES. BY E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes othe top and bottom chords to be laterally braced at r�. is the responsibility of the erector.Additional permanent bracing of continuousns•and st 1a'h n such s plywood braced tTC)and/or hdry length by 4�.dtr^'" DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. im sheathing r l b aywgoe suited wheregrshown and/or drywell(BC). .�""'" 9 3.2x Impact bridging or lateral bracing required shown++ SEQ. : 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes 4.No bad should be eppied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective coot actor. f es are to be used in a noncorrosive environment, OREGON ctf TRANS I D: 406556 design bads be applied to any component. and are for"dry condition"of use. 6 n �� k 5.CempuTms has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if /6 '41 1 4 G•��y,�i" fabrication,handing,shipment and installation of components. necessary. V 6.This design is furnished subject to the Imitations set forth by7.Designtasassumes adequateatedon bothfaces drainage lotrus,provided. 41: 141110, 111111111111111111111 I 8.Plates shall be located oft ass,and placed so their center TPI/WfCA In SCSI,copies of which will be famished upon request, lines coincide with joint center fines. 9. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.FFor basits ic connectodicate slze r plf alate in inches. te design values see ESR-1311,ESR-1956(MITek) EXPIRES:12/31/2015 IIIIIII I 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 M1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2.7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=�-372; 286 267 6.8=(-39) 62 6-3=(-70) 48 W52 EBS: 2x4 KDDF STAND 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/ 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'- 11.8' -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/-S ssf) uplift at 24 "on snacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295' MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5" Allowed = 0.290" 5-11-09 ,. MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 8, CL 4 CI i p m CD liMti"I o __ o M-1.5x3 M-3x4 M-3x4 M-3x4 A- ,1. 1, y 2-03-12 3-08-04 ; ), > y 1-00j, 2-05-08 3-06-08 j 6-00 IPROVIDE FULL BEARING:Jts:2.4,8,51 ,,*c,0 PR°FE..S JOB NAME: 5-A POLYGON NH - J5C Scale: 0.3224 �5 (" �/ WARNINGS: GENERAL NOTES,unless otherwise noted: AZ? t �z , 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. =92.11 P E r Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper ,r� 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designee / 3.Additional tempore bract to Insure stabil) during construction 2.Design assumes the top and bottom chords to be laterally braced at gym . temporary n9 b 2'o.c.and et 10'o.c.respectively unless braced throughouttheir1ength by "' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A.4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'fr SEQ. : 60371 84 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used In a noncorrosive environment, 4. 'If N design bads be applied to any component. and are for"dry condition"of use. O -7 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Dgsures full bearing al all supports shown.Shim or wedge If fabrication,handing,shipment and installation of components. b7 ' r�II \.- g p 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 IIIIIII VIII VIII VIII(IIII(IIII VIII IIII IIIITPA in SCSI,copies of which will be furnished upon request. 9.Ines Digits coincide te size ofnttlate inr Ines. . 10. 12/31/2015 MiTek Bk U USA,Inc./COfnpuTrus Software+7.6.8(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-58) 82 7-6=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(•150) 0 6.8=(-70) 98 6.3=( 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 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" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 1546 5.50" 0.51 KDDF ( 625) C,CN,C18,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 tOPSF LIVE LOAD. TOP )COND. 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 IC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201' MAX HORIZ. 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=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4111111111116 o Truss designed for wind loads v in the plane of the truss only. str(NI O A mi,,, ... ,.... O 7/- �B u7 ���illE to *mama -/ o� . N M-1.5x3 O M M13x4 O -3x4 M-3x4 J- ), y 2-03-12 3-08-04 1, y y J' 1-00 , 2-05-08 3-06-08 y 6-00 )PROVIDE FULL BEARING:Jts:2,4,8) JOB NAME : 5-A POLYGON NH - J4C Scale: 0.4172 ����� CPN Ofi6'S WARNINGS: GENERAL NOTES,unless otherwise noted: C4 / j/Pi't- „ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q' .(9'G,0 0 P E T-^ Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 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 of 2'continuous and at 10'o.c.suchrespectivelyas lunless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as plywood sheathing(TC)and/or drywall(BC). Aa+� Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ i C 4.No bad should be appeed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S E Q. : 6037185 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/ TRANS ID: 406556 design bads be applied to any component ty 6. and Design assumes for cfulll bearing all supportsG �f 'F" 5.CompuTrus has no control over and assumes no responsibility for the g9 shown.Shim or wedge if /6 '7' 1 4 P A fabrication,handing,shipment and installation of components. necessary. 6.This design Is furnished subject to the Imitations set forth by7.Designlatesassumes adequatedon bothdthinace is ftrus,provided. +1 n��� 1111111111111111 V 8.Plates shall be located faces of truss,and placed so their center C TPINVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.9.For basits ic connectodicate size r late desiglate in nches. values see ESR-1311,ESR-196a P g (MiTek) EXPIRES:12/31/2015 1111111 Ili This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(-58) 82 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=2-3=' 150) 44 5-7=(-70) 98 5.3=1 110) 52 2 WEBS: 2x4 KDDF STAND ) LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -33/ 317V -62/ 153H 5.50' 0.51 KDDF 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,018 (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. 100ND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 2-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1' 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" 12 M-4x6 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0.201" 14.00/ MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does � not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting system and components and cladding criteria. ib. o Wind: 140 mppht h=2111, TCDL=4.2,BCDL=6.0, ASCE 7-10, ci (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 U, 4s.. o� A111:1-MMMIMIMIW' ► -0 o �� o M-1.5x3 C h53x4 M-3x4 M-3x4 y y .> 2-03-12 3-08-04 y y y 1 1-00 j, 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2,4,71 � O,q PROF.JOB JOB NAME : 5-A POLYGON NH - J3C Scale: 0.5570 �Sti � � / � WARNINGS: GENERAL NOTES,unless otherwise noted: ((]] 1'tc- 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 . !72 t t P E l- Truss: J3C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. Air,/ 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at ��010, P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , iIwa'"'" DES. BY: E E Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w► OREGON �� 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. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tube used In a noncorrosive environment, i'4. -N! 2.0\ 1. design loads be applied to any component. and are for"dry condi8un"of use. 1 4ti., TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.oecesse ssumes full bearing at all supports shown.Shim or wedge if �y { �`' fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'7 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 III VIII 11111 1011111111111111 11111TPI/WTCA in BCS',copies of which will be furnished upon request. 9.'ines coincide Digits indicate size joint late In center 10. MiTekUSA,InC./CompuTrusSoftware7.6.6(1L)-Z 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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-30) 39 6.5=( 0) 8 BC: 2x4 KDDF Ni&BTR SPACED 24.0" O.C. 2.3=(-96) 0 5-7=(-43) 53 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-33) 35 3.7=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' -33/ 281V -44/ 117H 5.50" 0.45 KDDF ( 625) LL =25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) 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" 1' i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001' @ 1'- 4.2" Allowed = 0.089" 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 1 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 19h at time of manufacture. �� 0 Design conforms to main windforce-resisting system and components and cladding criteria. Co o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads 0 in the plane of the truss only. d...... CoIIIPUIIIIIIo� , w-Aill7 MOM -s Lo � M-3x4 o M 1.5x3 0f- ►t 6 0 M-3x4 M-3x4 A y ), ), ) 1-03-12 4-00-15 0-07-05 y ), 1, y 1-00 ), 1-05-08 4-06-08 y (PROVIDE FULL BEARING:Jts:2,4,7] 6-00 00 JOB NAME : 5-A POLYGON NH - J2C Scale: 0.6194 �•<e.,.6..312N� LpfiA6-'s,9 WARNINGS: GENERAL NOTES,unless otherwise noted: : 1/// ' Ito 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 S S PE (- T r u s s: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 building g continuouspsheathingtror such as plywoodquired sheathing(TC)end/or drywall(BC). '. the overall structure is the responsibility of the designer. 3.2z Impact bridging lateral bracingrequired where shown++ f J/,�CC 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f7 OREGON "a/ SEQ. : 6037187 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, \th design bads be appled to any component and are for"dry condition"of use. / �. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d 14 `L �� fabrication,handling,shipment and installation of components. necessary. provided. 6.This design is furnished subject to the Imitations set forth by 8.PlateDesisshallbe locateassumes gd on bothi facese lof truss,and placed so their center �R} III I II VIII IN Inn (III III(III TPIANfCA in SCSI,copies of which will be famished upon request. git coincidenctwith joint ate In che. 9.Digits indicate size of plate in inches. 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 111 41 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0° 0.C. 2-3=(-159) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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' -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,N2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 1 • , �, �, - 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" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" A- NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 ' Design conforms to main windfarce-resisting 7.00 system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o 0 ,n o In 0 m 0 ..r) Wm j1111111111111111.0 o/- 2► 4�� M-3x4 1 ,,- ..1, ), 1, y 2-00 2-00 5-11-13 IPROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ2 <(,\'' o �RQ,��ss Scale: 0.4859 ti BLIT 1'- WARNINGS: GENERAL NOTES,unless otherwise noted: 4L �j (r -7 SJ2 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' ; 6 PE c Truss: SJ 2 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. f,f" 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.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length byde po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ w (y" C�1 C •1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -9, OREGON 4" S EQ. : 6037 1 88 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.. it.„OREGON N1)' A, design bads be applied to any component. and are for"dry condition"of use. /,It '7 7.� 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 1 4 �Q fabrication,handing,shipment and installation of components. ecessary. 7.Designlaesassumes adequate drainage Is of sed. R `L�;,, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII IIII 111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincidenitwith joint aIn 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: Grfa /4V 1 111111Milli 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 ODE k18BTR LOAD DURATION INCREASE = 1.15 i BC: 2x4 KDDF #1$BTR SPACED 24.0" O.C. 2-3=(-900� 148 14 2-4=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 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 KDDF625 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -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 TO PANEL TL DEFL = 0.007' @ 1'- 5,1" Allowed = 0.407" 7.00 1/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, Truss designed for wind loads O in the plane of the truss only. N N W O 03 00 O !M 0/- 2 4►� M-3x4 1 y y 1, J- 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,3I 00 JOB NAME: 5-A POLYGON NH - SJ1 Scale: 0.6869 `�`o,‹� GINry PROF-E. WARNINGS: GENERAL NOTES,unless otherwise noted: L2,r� 'Z4.1 2-sr 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an individual '92 e 0 P E c Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building 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 c2'o.c.and at 10'ho.c.such ct as ply unless bracied ga their length by 4600., DATE: 8/22/2014 responsibilitybuilding designer. 2x Impact sheangin or suer bracing suired where sown dryweli(BC). w"f the overall structure is the of the 3.20 Impact bridging lateral bredng required shown++ ^fiti 4.No load should be appied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON /,,, SEQ. : 6037189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j. b' `V TRANS I D: 406556 design bads be appied to any component. 6.Design assumfor es fulidbeadn fat use. supportsS' Z � `� 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim m wedge if �, 14 Q` fabrication,handlnecessary. A ` {�„ ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 4 pp p t` - 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 r'1 PRIL 1.. I IIIIII VIII Alli I III VIII VIII IIID IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' EXPIRES:12/31/2015 IIIIIII IIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF k18BTR 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50" 0.38 KDDF 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "ac soacing.l M,M20HS,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 3-12 MAX IC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" T MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting / 3 4 -/ system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), If load duration factor=l.6� Truss designed for wind loads in the plane of the truss only. cm O co V O N O N u) 0000000ri il _.......iiiiiiiiiiiiiiiiiii PJ o 2 1111.- 11 5 0 1 M-3x4 M-1"5x3 A- 1, 1- /, 5-05-12 0-03-12 1, y 1' 2-00 5-09-08 JOB NAME: POLYGON PLAN 5A NH - H2 Scale: D.6156 `` I NE// /- WARNINGS: GENERAL NOTES,unless otherwise noted: 'CC ,r/� 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 ~92®®P E r Truss: H2 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 Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by /pw� P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - . q, DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "�G, y OREGON N��� �,/ SEQ. : 60481 98 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -�7 and are for"dry condition"of use. A. design loads be eppied to any component. P. 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 j f necessary. 4i - R fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l f-1 L 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIAMfCA in BCSI,copies of which will be furnished upon request. git coincidentwith Joint ain inches 9.Digitssnsize of tplate eto Ines. MiTekUSA,InC./CompuTfusSoftware7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12f31i2©1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'• 7.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/C9=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2. 4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(-57 13 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: 24.0' 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) Connector plate prefix designators: 2'- 6.2" -29/ 61V 0/ OH 1.50' 0.10 KDDF 625 ConnectorCpa (or no prefix) LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00' 0.00 KDDF ( 625) p ) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GQND. 2: Design checked for net(-5 paf)�nlift at 24 'oc spacing 1 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 D MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,,-- 3 Truss designed for wind loads in the plane of the truss only. 0 C. v N O O Ln O El 0 II All M-3x4 4 ), ), y 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 Scale: 0.7786 451.3 `�' ' i 6:/Q WARNINGS: GENERAL NOTES,unless otherwise noted: Jv 71 I//7' 4- -sr 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 .C9'2„P E 1' Truss: I u I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building 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 asplywood sheethin C and/or d a/�. DATE: 9/3/2014 responsibilitybuilding gbridgingg q i sheathing(TC)srywan(ec). +'as , CC the overall structure is the res nsibili of the designer. 3.2x Impactor lateral heed 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. "07 4_OREGO p� , / SEQ. : 6048199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7 ly 2. design bads be applied to any component. and are for"dry condition"of use. ,,{_ TRANS I D: 40731 1 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, v., fabrication,handling,shipment and installation of components. necessary. 'M�` 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. '� R ry l 111101 I III'IIII IIII VIII VIII VIII IIII IIIIg 8 Plates shall be located on both faces of truss,and placed so their center r i TPINVTCA in BCSI,copies of which will be famished upon request, lines coincide with joint center blies.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