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Plans (209) MiTek8' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��Q,ED PRQj 1,4 NGIN� a�y 8 r« 2P r y ^5j,OREGON cy 94' BER .0 \© 6' A. HEK.. 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. ...... mit MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-9OUP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. o'OMO (- N 6 \\.....,,,,,, „,,,., 49639 .`' .SSI (' , 44:4410..,.... 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. Job Truss Truss Type Qty Ply 56 R41832522 PL14-90UP 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 15:39:21 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cHTKdJclYpmObb_IRPgo7B0ohg07S71HOPDhOfzOQTa I 2-6-0 I I 2-2-9 11 t-2-0 11 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 e N / e \ e e / No 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1011``1 111-3-1 1 I 16-4-12 I 9-11-9 o-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge1,111:0-1-B,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incl 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 Stfudural 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. y'©Nib TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=2532/0,6-7=-2532/O BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 0cj 1A5j1. WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 Ci ,s4 ,., ' NOTES co 6 (5x trl 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. '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 toyCi 9639 1k' be attached to walls at their outer ends or restrained by other means. C .G/S'I1 LOAD CASE(S) Standard 4i, .0 s �.�E PRppFss ti�Gl>dR I� 2 87022PE �r 4 cqT OREGO re" ke 11. A. Hes- EXPIRES:06/30/2015 April 22,2014 t I ®WARNTMS-YeardexigaparameyrsaadREAPPASTESON7HISANO3ltatIZELlM17EKREFERENOEl Nib 7473rcr1,/2S/24i B sa.9ELlSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiT�, * 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/TPIl Qually Crileda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 a Souttsern Pule(' lumber hapax-Mad,dm design vetoes ereStrece ee dive 064031201.0 byeALSC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job-Reference(option-1) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-4U 1 igfdfJ7uFCIZU_7B2f0Y183goBcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1 0-1 .8_,1-3 1 2-3-0 I I 1-2-0 I I 1-0-5 I 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34 = 4 5 6 7 8 9 10 1 g/ e jor e a e 17 -T6` 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15-10-12 I 1 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edge),112:0-1-8,Edael i LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift 17=426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) y�ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. fl� O �SNr TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-0=1002/0,6-7=-1002/0,7-8=1099/0, ; W 8-9=-1099/0 4 Via., �G t BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 a 00 ' N WEBS 3-16=-718/0,2-17=0/798,2-16=882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, y 9-12=0/379,3-15=0/856 16. NOTES K) ��b39 1)Unbalanced floor live loads have been considered for this design. Q � 2)Refer to girder(s)for truss to truss connections. C+ 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. �S .„-4, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ti9 ) P R Qp LOAD CASE(S) Standard ��`� A kGINE -i? 0.4, 870 2PE / ,v' (n A, OREGO raft• o1`' ' C `4ISEB 4\ .4 t9 A. HeR P EXPIRES:06/30/2015 April 22,2014 R f ®vomim3-Ver,'fyriesige parameters and READ fS1E5 0%/WE AND DialitEO MiIE,KREFEFEPES PAGE HU 7473 seta 1129/2815 BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11111 • 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 stabilty during construction is the responsibiRity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek* fabrication,quality control,storage,derivery,erection and bracing,consult ANSI/TPIl Quardy Criteria,056-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 KSatettrern.Wine/opt lumber is specifitid,the.design talkies are these effect:hie 05/01/2013 top MSC Job Truss Truss Type Qty Ply 56 R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY I 2-6-0 I I 2-5-1 I I 1-2-0 -1 1 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 00 7 8 N \! i.N e .4111, 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10i39 111-5-9 1 1 16-74 1 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,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 Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1„,1410N10 TOP CHORD 2-3=-2508/0,3-4=2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 0°2 ,V WAS 4 WEBS 6-10=324/0,2-13=-1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 Ci ' . rt NOTES Xvr (fr k k:, L?,�, Cf1 ,+? ,,a 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. 4 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 l be attached to walls at their outer ends or restrained by other means. ''6 ile 96 '' LOAD CASE(S) Standard 0 i5'IE 09 S1ONAL ��ptiD� PR Or w GINE /� 47t" 870 2PE �' y `,c>,OREG N tip' kf A. Het- EXPIRES: -3' EXPIRES:06/30/2015 April 22,2014 8 ®vomms.Yerfi{delip paramours and RSAfrICTES CHTHIS AND/M.SL6EUM:TEKREFERENCE PAGE 14117473mg.:t,/2912o/, 815E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil• 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 IYF-Rek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarily Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.Pine 1SPj lumber is specified.rhe devils valuer are Mese ett}zthue 06/(53f2401.3 by MAC Job Truss Truss Type Qty Ply 5B R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 M7ek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-0s9SFLfvrk8yS3it6YDWpeEXtNnfT6kiNRL?_zOQTX 2-3-0 I 1 1-411 II 1-2-0 ii 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 00 e• e e �7 1• 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13-5-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edgel,113:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incl YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0NI° 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 �s, BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 C)5 V+T;�SI1r 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, {`ir Q 6-13=-860/0 4S� NOTES / 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s) -7for truss to truss connections. `r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. ,.It! 49639 ,V 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to °A 'GIST Yt•'" be attached to walls at their outer ends or restrained by other means. - N '' 0. AL LOAD CASE(S) Standard ' 4.ti„c0 PR°Fe �<0 �C�`1'G(N 9 cS/. 4' 870222E if_ y `raj,GREG N cp Lv 0 �'i$ER j>\ , Ck9 A. N�R, ,P EXPIRES:06/30/2015 April 22,2014 9 A WAJ1Nf,M.r-Verify,desiga pram mrs mld READ itf,7E5 CM 7NISAMi MIMED 1411EK REFEREMI PM4E HIT 7473 sac 1/28/2014 BEM USE Design valid for use onty 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 Mill a 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 a the responsibility of the building designer.For general guidance regarding fabrication.quality control storage,delivery.erection and bracing,consult ANSI/TPl1 Quality CdIeria,051-89 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 If5asattlece PU1411'5,171S alasa is oriesiftecL the dramuakaes arethaws e*dective E1,001/2M.3 byALSC Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP 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 15:39:26 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS3tZOQTV l 1-3-0 1 1 1-1-1 ll 1-2-0 I I 2-4-15 I 2-6-0 1 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 454= 3x6 FP= 3x8= f2N3 4 5 6 7 8 <:2< aI/ <aa> / e 1.1 ii e 26 25 24 23 22 21 20 19 18 17 3x4= 456= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB= 15-7-9 I 14-5-9 15-0-91 I 70-9-8 14-5-9 5-7-0 5-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,f18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,�ONIO TOP CHORD 2-3=-2003/0,34=2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 1. 8-9=4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, oC7 ��Vs'. s'ih� 13-14=-3519/0,14-15=-3519/0 .�, YG, "41 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, lam'' d 19-20=0/3519,18-19=0/3519,17-18=0/1990 • -I, '-i1 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, _ l 6-24=-618/0, ta 6-22=0/446,15-17=-2149/0 15-18=0/1659 10-20=-272/35,11-20=-327/0 - lk.. 12-20=0/1057 NOTES rd0. 49639r 1)Unbalanced floor live loads have been considered for this design. 2)2)All plates are 1.5x3 MT20 unless otherwise indicated. ,s,'1,.. o 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. �` 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� (} PR OE , LOAD CASE(S) Standard Co. �C�G(N� 9. /b 87022PE r" r >cvpv y �mais OREGSN o. Q �0 ��'jSER " . AHe — EXPIRES:0613012015 April 22,2014 6 6 ®WARNM-Yer.'tyr3ea(ym rararag6xrs and READ kg TES CN 7&fP8 AM MUSED MIRK REMENCE PAGE mu 7473 ren 1,'Z9flkSdBEMUSE ... Design valid for use only with MiTek connectors.Thu 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the i ASgL= erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding IYl 14 fabrication,quality control storage.delivery,erection and bracing,consult ANSI/711 Quafily Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine ISP)lumber is - tiee-desigreveisess are:11145116..e>„-re,e.08/02/2937.3 by AISC Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber S Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1 AhwS3tzOQTV 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II 111 N k .M 'FA MIL, . /' 5 „ 4 3x4= 3x4—0-1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES ySON1O 44, 4's, 1)Refer to girder(s)for truss to truss connections. 0°7 0 Vi111S `' ' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. {.1 4 Cr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Cq Ian `)'G ' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t,j c 1, ,3 be attached to walls at their outer ends or restrained by other means. - t 4 LOAD CASE(S) Standard rli ?r 4963 / S1ONALG P R OFF�RtiVS , •vg� N7G0INFFRsi r y ��j, OR GON (,,`�,w �Lb '",$ER �' v S A. He. EXPIRES:06/30/2015 April 22,2014 A l/A.RNTt 3-Verity deign pea/mints and READ IC TES OH MIS AND INCIAZE4 HSTEK REFERENCE dA0E/41I 7473 mc 1/ZD/2014 USE Design valid for use only with Miler(connectors.This design is based only upon parameters shown,and is for an individual building component. wi '„ 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/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 iFSoun ro Pine 11,14 lumber is :sa t<t ns et ares, 0001/7533-3by ALSC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 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 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfozjUmsbGBJd?PY81zOQTT I 1-7-12 I I 1-8-15 I I 1-2-0 II 1-4-9 I 1-6-0 I 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 I I 1 2 3x8= 3 4 5 6 7 8 9 10 11 -.41414141414111111*- o N \\!, \\! \ \ / 18 N e 19 g. 17 16 15 14 13 '7 3x4 II 3x6= 3x8= 3x5 = 3x5= 1.5x3 I I 3x4 = 3x4= I 1-10-12 2-914 17-5-4 I 1-10-12 0--8 15-5-0 Plate Offsets(XV): 12:0-3-0,Edgel,18:0-1-8,Edciel,F13:0-1-8,Edgel.119:Edae.0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code 1BC2012/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 olONTO (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, ocj 441>,3jy- 7-8=-2379/0,8-9=1741/0,9-10=-1741/0 {� O 'A'. BOT CHORD 17-18=670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, T �.zsr 12-13=0/909 �'t tl 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, C4 4-16=0/641,4-17=935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 ,t,14 4, if'f NOTES 49639 443 1)Unbalanced floor live loads have been considered for this design. ( ISTER 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''''SI A�-v," . 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 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. �� �� PR Op ss The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,�Gj , GINE4;60 "22 � LOAD CASE(S) Standard m.r 87 022P E t' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) 611161.4.11 .. N Vert 1=-304(F) y C�'O�OREGO t 11 tS A. H EXPIRES:06/30/2015 April 22,2014 1 A WARMS-Verity&l/pnparaumers and REAL ACTES 0NTHIS AN/?/3IJIEfIt4i7EK REFERENCE PAGE HU7473;EL 1/25/201f8EItE'USE mil.. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consub ANSI/TPI1 Qualify Criteria,DS6-89 and SCSI Buflding 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 n/PM*Southern f'Sbs)Peptise is specified.tee+lesdggrssreas t lma cisme 06/01/201.5 be MSC 9 Job Truss Truss Type Qty Ply 58 R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfo4nUv9bNVJd?PY81zOQTT I 2-6-0 10-5-10 I I 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 II 1 23x4= 3 4 53x4= 6 \- 0 0 N N 14X9 e 8 e 3x4 = �/ X 354=- 3x4 LXX 3x4 = 3x4= I 3-1-2 31-110 3-9-10 1 4-4-10 416-? 8-6-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edoe),19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , ONIO N 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 �c7 4 WASj-,, 4 WEBS 2-10=736/0,2-9=37/269,5-7=718/0 <{ Gj NOTES co " Ol• VS. 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)10,7. $ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 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 rt)/11 \ 4%39 4' be attached to walls at their outer ends or restrained by other means. (7 is LOAD CASE(S) Standard S'`IONAL G 4&'; } PROp�ss ���5• �c, ...-9 / 'Z- 870 2PE 7 ' ,S REGO. ti z O 'BSER EXPIRES:06/30/2015 April 22,2014 8 a ®omorM3-Veirdes1nparametersandREstltitsIFS0/dIH7SAMMIMEDHITEKREFEREPKEWEMFT7473mc1,/Nam DEM1188 Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual budding 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 budding designer.For general guidance regarding iX! 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 QualNy Criteria,051-89 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 1T Southe€ns Fine(5pt lumber is specifinitt,the test eVaittevace those affentlw 06/011201.3 h#Ak5C Job Truss Truss Type Qty Ply 58 R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 I I 4 3x4= 51.5x3 II J •--:\ O N i e G e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 31-24 3-9-6 1 4-4-6 1 6-2-8 1 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X.Y): 14:0-1-8,Edgel,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(LL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0' ONIO N. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 CCj (t WAS1 WEBS 2-9=-456/0,4-6=-424/0 NOTES iv k `Z t15 1)Unbalanced floor live loads have been considered for this design. f • 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 'jr 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''br' 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. � IST 1"R vAks 140 LOAD CASE(S) Standard x0N-A �e\� tiN�)NE49 �O� 8711 2PE v" yto ;v fi�jO REG N (1',,� C1 -igER 9 .4 }-E EXPIRES:06/30/2015 April 22,2014 i r At-4(S7MS-Veer design pararmers andREAD P IESCUTHIS Af IW(1Em 1411EK REFERENCE PAGE MB1E7473mx1,12S/Z614 `4E USE ..Y 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 responsibiitity 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/T9I1 Gently Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 t#Saaxher.s Pince(SP}la mtxea is specified,the'amigo agues nreideass etfazt'rve 0V0l/303.3 by MSC Job Truss Truss Type Qty Ply 56 R41832531 PL14-90UP F10 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 15:39:30 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-rOWjWOjgQau6A_AOSoKw 4uKNIS83Cjc4JufCezOQTR I 2-3-0 i I 1-7-11 I I 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 • _ o _ e B a • 1114444404444444444 -,.0•00/0•00.9 N N • eo- • • 1' 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 )1-8-111 1 15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edael.111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. y'TONLO 46, TOP CHORD 2-3=-2121/0,3-4=2121/0,4-5=-2434/0,5-6=2434/0,6-7=1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 O' cWASjjr - WEBS 7-11=-417/0,2-15=1416/0,2-14=0/910,4-14=-380/0,5 13=274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 CJ $ ,fi Q NOTES a k+- �` . i/ 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. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3r 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,11 4%394 be attached to walls at their outer ends or restrained by other means. {7 4, LOAD CASE(S) Standard SSj6NAIG <cv` PROr�Fss ��i� 4N�'(NFg9 fa* 870 2P co 04 y ''°,T OREGO r Q. Lb --,SEB P 555 HO EXPIRES:06/30/2015 April 22,2014 I A ii.mpon-%rear design paw rrsand REM WITS OHTHIS AM INCUZE0Mirk WERRA...PAGE MPT 7473 rye 1,129/2614 /S tISE II ,.p Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on 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 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 Qualty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlomwllon available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 IfSauk/esn Pin*ISdk)lsnnlsev 1c ified,thedttdgn trahues ate 5505w e#esxive 06/011201.1 by MSC Job Truss Truss Type Qty Ply 58 R41832532 1 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mi Tek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-rOW1WOjgQau6A_AOSoKw 4uPzIbT3Hwc4JufCez0QTR I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 N G , \I e 1171 J 9 ° 8 e 3x4= C/ /X\ 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 416-g 8-8-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1-8 42-6 Plate Offsets(X,Y): 18:0-1-8,Edge1,F9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -tONIo TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=761/0 k4 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 0$ v WAs WEBS 2-10=757/0,2-9=28/290,5-7=737/0 NOTES r. 1)Unbalanced floor live loads have been considered for this design. L7 • ,n 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. Ilia 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, ,fV 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 ' ."U" W ` be attached to walls at their outer ends or restrained by other means. -- ' Gis LOAD CASE(S) Standard .0 LOAD PRQpe ��c D ss s..1.j GIN /0. 87022PE 'r'" y3 c-0),REGO 9-Q<U- `S' A- HER EXPIRES:06/30/2015 April 22,2014 4 , ®i9 6f/I's-Verify design pararnemrsand READ h}s`7ESONTHIS ANCt MED MIERREFETEM7MOEEKiIr7473mc:/29/201dSF8Et —_ 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 ■i��e +. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (},f� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qua61y Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Rine fS I itarrl a is specified,the deign uolues arc thee elective arkkupois by MSC Job Truss Truss Type Qty Ply 56 R41832533 PL14-90UP F12 Floor 6 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-JD46jkklBuOzn7IDOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 I I 1-2-0 I I 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 es e I00000000 — 0000000000.— c N tlj e 1 f. 12 11 10 354= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 104113 11-3-1311 16-5-8 I 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): ft0:0-1-8,Edge1,[11:0-1-8.Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Ina 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. . ONIO N 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 £y$ Q,wt, WEBS 6 10=319/0,2-13=1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 1;,t 0 NOTES f w �� tri 1)Unbalanced floor live loads have been considered for this design. f 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 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 rO 4963 be attached to walls at their outer ends or restrained by other means. C.ct5 LOAD CASE(S) Standard 'SOIVAS � ��ED P R: ,\c-�\.- ,,.,,- F, �0, 87022PE t'" / to ,cviv -57 �Aj, OREGO ti)Qzo -pct F BER .�N 4 0k9 A. Hti4�� EXPIRES:06/30/2015 April 22,2014 4 ®WARNING-Ver'lydesigra pararrsrers and READ IC TES 0/MIS AIVD maizED HFJFK REFERENCE PAGE MITT 7413 ms.1,/29/20U t6E Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual bufding component. MT Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability 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 BYI fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Crlteda,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Scantier*Wine MP)b.unlheris specs tteL the deMica traces arethass effective 06/O1/24I1.3 by MSC Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nPeUx4IxyC8gPHKPaDNO3Vzcx55RX5zvYcNmH WzOQTP I 2-3-0 I1 1-411 11 1-2-0 I I 1-2-5 I 2-6-0 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. _ a _ o o o /-\ e 1'5; O O O gXy 1 15 14 13 12 fit' 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 '13-8-u1 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edael,113:0-1-8,Edoel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid 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 Ina 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO TOP CHORD 2-3=2664/0,3-4=2664/0,4-5=3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=2556/0 {x, BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 c7 W./kali `� 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, CsQ {, 4� 6-13=-853/0 /� Y'J NOTES 1)Unbalanced floor live loads have been considered for this design. l 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. �r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'a 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (� +Q 4 ? be attached to walls at their outer ends or restrained by other means. (> LOAD CASE(S) Standard <C\1,co PROP ,, �NG�� FR s,© �� $7022PE ��" y -c>, OREGO ti4 04 A. He .;: EXPIRES:06/30/2015 April 22,2014 A, i ®6AM J-Yeofydcsi7nrararastersa441EA.TM PPIES OHTHIS ANL MIMED M17THREFERENCEPAGEHUT7473too1;'29/26148 SEIZE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component » Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown o for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ��I� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QuaBly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ltSotsthcere Fuse$SFt 4tuntnes is of esified,the dredge uafaes atetltamm efeative 06€03/202.5 byALBC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnTlllyaUAczwOszX1 UY-FbBs8Qm4VHh1 Rub8xudc WsmVXEGcZ3nG7JpzzOQTO I 2-0-0 I I 1-10-1 1 1 1-2-0 I I 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 • e 17. '11 o e e e ' e 1 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 1 9-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(XV): 16:0-1-8,Edgel,ft0:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y5ONfO 44, TOP CHORD 2-3=-1397/0,3-4=1397/0,45=1183/0,5-6=1183/0 Vis, BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 Q WA$ �jr WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8-1277/0 C) NOTES OD " G '- 1) -1)Unbalanced floor live loads have been considered for this design. ` 1 N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 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 1649639 4Cf' be attached to walls at their outer ends or restrained by other means. Q 41 +IST _s LOAD CASE(S) Standard 4''011AL G 4:<-'nV) PROp4. �c`� tcN�'INEFii, ..0y • 2PE '(" CP CV y SATOREGO cb Lit HCl B # E1 li� `� 4 . A. HE � EXPIRES:06/30/2015 April 22,2014 A W4.RM%-Verify desiyeparametersaidREAD PR<'TES GPdNUM L'/.2if0EDMIMIC REFERENE PAGE 14117473 me 1,1259014 WOREUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �» Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �{��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII QuaAly Criteria,DS8-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tf> rrPoet5,411 eis ax .aefgnxiazrooa xa> .- /ilU/2e31.3 be MSC Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX 1 UY-kolEMlnBUpPYebTohePsfw26nvzq?7vC?wstLPz0QTN 1-4-12 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 N N 5 4 3x4= 3x4 = I 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0 hE LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc puffins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4-309/0,2-5=-304/0 'ONI.O 44, NOTES rIASty•1)Refer to girder(s)for truss to truss connections. r}r 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. err 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to k k'" 1, t-'t3 be attached to walls at their outer ends or restrained by other means. t`3 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. i �, t The design/selection of such connection device(s)is the responsibility of others. 1r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .t) 49639 4 LOAD CASE(S) Standard -Z3TE 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S Uniform Loads(plf) 'S"IONA10 Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert 2=188(F) ���cO PROpe 87022PE mi pr' 'v y� '0j,.OREGO el, i/ 90 �M$ N- ER 11 A. He EXPIRES:06130/2015 April 22,2014 i I ®WARNIPC-Veriydesign paratne rxandREAD//7ESONTHISANCIM2IXED MIRK REFEREMI PAGE Ha7473;es 1,/15/201 REUSE .. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. MN 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 `5��� = erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (11f� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPl1 Quaity Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern PineiSPf Welber is specified,the design vetoes are..those effective06/if1/201:3 by MSC Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP 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 15:39:33 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-FbBs8QmZjVHh1Rub8xudq'WuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-5-10 1 1 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 0 0 N eey\y 1 / 9 e 8 e 3x4 = �/ tD1��((\� 3x4= LX1 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-0-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8.Edue1,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina- NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 050N10 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 o WAS . WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 0J ' 0 NOTES c4 a. tl1 1)Unbalanced floor live loads have been considered for this design. j t4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. oe 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • V'1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,,0 49639 Er be attached to walls at their outer ends or restrained by other means. O 4.*`IS'i'ER 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. ,�Ck, G The design/selection of such connection device(s)is the responsibility of others.. S gNAL 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 �Q3, PRQFF Uniform Loads(plf) rs Vert 7-10=-8,1-6=-80 ���5 �G�GINFFR / Concentrated Loads(Ib) Vert:11=-169(B) 'Ct. $70 2PE. {' N q ���, OREG, N q cu 7c k' $ I ,\ cam.. OS A. He0 EXPIRES:06/30/2015 April 22,2014 I ® ND/3-Verity parametcn ad READ ri TES ON&NWSAN2 MIX MITE( PAGE Mff 7473 mt. t iill__ .. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the (����'A4!• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek* fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/MI Quell),CrHeria,DSB-89 and SCSI BuItding Component 7777 Greenback Lane,Suite 109 Safely {SP)ssurstsee Is clad the�d'.sesi a eatsu N.era those Suite avv 01/2013 bye 22314. 4 Citrus fieignts.CA,95610 Symbols Numbering System L► General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-81 dimensions shown int ft-in-sixteenths I Failure to Follow Could Cause Property 3/i Center plate on joint unless x,yp y offsets are indicated. (Drawings not to scale) Damage or Personal Injury rE� Dimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I - 17-2-6111iii ! bracing should be considered. �_ 0 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. illor F— O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�a cs-i cs a designer,erection supervisor,property owner and plates 0 V 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 Plne lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYR represents values as published specified. �/ bytext in thsection of the by AWC in the 2005/2012 NDS bracing 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. � ■ � reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M 11111. 18.Use of green or treated lumber may pose unacceptable ►—� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPii: 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: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTe 6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 401-0" . 1GARAGE LEFT 11,-11" c• ..0.0%. lopor -r-c- . .. 4-4-- ASJ1 ASJ1 5, CI ASJ2 ASJ2 AHI (2) 612 .c AH2 AH3 //: / . . A-15C v AH6 ...... AH7 \ ..... r...2? Al (4) Ps. qd. \U A •... .F17 U 6:12 --. 6:12 . , - — AM ..... BH3 BH2 BH1 (2)4.• 6:12 . . . - .•,, .,......— or D2 (2: , D1--, 6:12 iv Et•12 E2 (3] _7? 6:11 od , , 61/t.\911\ alfliv -F 1- ' :12 1*? 1? r4 irONFORMS TO DESIGN CONCEPT s 112 I :1 uwar-rg wow / Er, 0, UNFORMS TO DESIGN CONCEPT WITH Gj • d —1.--1 REVISIONS AS SelOWN 204 1!Tii 8t00 CONFORMS TO DESIGN CONCEPT 1 LI NON-CONFORMItt-REVISE AND RESUBMIT -I 0 RaErsOZNT:TEDiE,SIGN CONCEPT MTN THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 9'-fr 0 NON-CONFORMING-REVISE R.RESUBMIT WITH THE DESIGN CONCEPT 01Y AND DOES NOT RELIEVE THE THIS.1%.EPAVVG MS,,,,,,,,FBAFW-Ji F..*1...0.01 C:AFtik,,,K,E FABRICATORIVENNW OF RESP ISIBILITY FOR CONFORMANCE WITH THE FABWIATC4Y,R3,.,RESP.SRUTY F.CONF.,,,,/,,.17,DESK. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY ow DWAVMS,,..£:‘,,14,1,4,1.,e.0•WRI,A3.1,-.DE,kr OF W,i0i H.E P1,1.11,MER NS SH.. . OVER THIS SHOP DRAWING. C'IlVTGLrTnP neAm VFP7PY am nrn.ncTnn,0 Av Alexia Fukui Date 9/22/14 ICHI By: Todd R. Eaton Date: September 19, 2014 MLBRANDT ARTECT S CT ENGINEERING INC (0 Copyright CompuTrus Inc.2006 • ,,• BOYefelt. -73ST/E DATE: ABOVE PLAN PROVIDED FOR TRUSS _ POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND : ENGINEERED STRUCTURAL . PROJECT TITLEREVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD poi" PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / BCHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL St T R t3 S S ."',:‘ COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 40'-0' _ 11'-11' GARAGE RIGHT a a I ----r ASA __ _ 4 -- ASJ1 ASJ2 All ASJ2 / ' //'// 6 12 A111 (2) ti AH2 AH3 /� AH4C AHSC AH6 AH7 Al (4) AH6 6:12 6:12 AH5 ..r.. AH4 BH3 .__. BH2 , 6:1i ...11141(2)„ .\ ;$ r \ (2) 4 E2 (3)8.12 6:12 Di rtij- C1 6:12 L� �� CONFORMS TO DESIGN CONCEIT 'p 'n g4T_Figti__/....4 t 6: in ❑ CONFORMS TO DESIGN CONCEgWITF REVISIONS AS SHOWN 4L ❑ NON-CONFORMING-REVISE ANDA.Esu MIT IN CONFORMS TO DESIGN CONCEPT _ fO�a /y CONFORMS TODE5IGNCONCEFTVJiT1i `1� 2V�1 540E CA.Ai4ING HAS SEEN k'VIE1tiED FOR GENERAL OOY:fOF.6tANCE i©REVISIONS NOTED !w'rH THE LESIG'J CvNCE?T ONL A'J6 DOES NOT RELIEVE THE I 0 NON-CONFORMING-REVISE&RESUBMIT 91-641I FABAICATOP.IVENOOP.OF RESFO"JS.BILITY FOR CONFORMANCE WITH THE T * H BEN F,ABO B. =w, I.,O I DESIGN)F,A:;'INGS AND SPECIFICATIONS ALL OF WHICH LVE PRIORITY I er, it uC R 'm u L ■/yJ/� OVER THIS SHOP DRAWING. CON"SACTOR SRALL VERIFY ALL DIMENSIONS. II i f}L':TI 'NSl.kt IOARE N..Mid„_fit 4V 1/ ,+ KR .� LIMES a„•1 re. By; Todd A. Eaton Date: September 19, 2014 i'rr,�,A7'.Uig HS.rt.G...R..M�. I By_ Alexia Fukui Ozre 9[22/14 1 MILBRANDT ARCHITECTS CT ENGINEERIf ® f`pgMCompuTrusInc.2o06 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION I: DRAWINGS GINEERFOR ALL RTCER Pala _ umber INFORMATION.BUILDING PLAN 5-B COFFER DESIGNER/ENGINEER OF RECORD �D* RESPONSIBLE FOR ALL NON-TRUSS i 4;` PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 B CHECKED BY: DESIGNER/ENGINEER E REVIEW AND APPROVE OFCORD ALL ToT 1� I/CCOMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. -it1 R VV a7 1/8”= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. ! CompuTrus Software Warnings & General Notes WARNINGS: 1. 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). ` LI `` 90. i {SPL {lir � %/r i M Ss Ym 107471/ a` iwY£'3R S 6130195 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958) 2835 3.10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 40)-120) 564 WEBS: 2x4 KDOF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 LOADING 4- 5=(-1912) 986 12- 8=(-960) 2567 11- 5=(-551) 1293 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0' 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117° @ 39'- 8.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T 'r f Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 4 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads s- 5 '' in the plane of the truss only. M 5x6(S) M-5x6(S) 3.1 0.25" 0.25" P) O V i/A1111L\ o AllppM-1.5x4 M-1.5x4 .4111A& 0 0 o /M-3x8 M-3x4 1d.25" M 3x4 M-3x8 \ 8 M-5x8(S) .1 /, 1, 1, y 10-03-04 9-08-12 9-08-12 10-03-04 y y y y 0-10 40-00 0-10 0 Pe JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 `�� ` GP,REr s,ill qq-- WARNINGS: GENERAL NOTES,unless otherwise noted: 1- ``` .02 7.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al 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. 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r�r� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenr�ggtth by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,00‘',4M.,.= DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ M i 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. II A OREGON 4./ SEQ. : 5992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,. A. A.. design loads be applied to any component and arefor"dry condlaon"of use. / "Qy " 2� .�.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supports shown.Shim or wedge If '0 14 { . fabrication,handling,shipment and installation of components. r.-- necessary. /�� yr 7.Design assumes adequated ace Isprovided.russ,a. RIO - 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPI/WfCA In SCSI,copies of which will be furnished upon request. git coincide withizjoint acenter Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e6(MiTek) EXPIRES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(•3048) 1745 12.13=(-1422 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13.14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( O) 311 BC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR ' LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M- M- 5x41 members ton . LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0' -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. 'COND. 2: Design checked for net1-5 osf) uplift at 24 "oc spacing.' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5' 17-11-11 4.00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES �( I NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03.04 Design conforms to main windforce-resisting --03-0 T T T T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T TAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=l.6, /- 6.00 V 5, M-3x8$ Q 6.00 Truss designed for wind loads '• o in the plane of the truss only. M-4x6 M-4x6 N, Mil" P M-5x6(5) 0 0.25" 0"25" c; 3 co co 0 0 o1 d 8 .., ra o M-3x8 M-1125x4 M-3x8 10.25" 18 is ,1 o M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) > 1, 1, ), y y y J, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 \<(-1 • Ca �n, s, s 051 Cs' WARNINGS: GENERAL NOTES,unless otherwise noted: h/d AH7 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! .jG s S E17 Truss. AH 7 and Warnings before construction commences. building component.Applicability of design parameters and proper GGGG 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: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywooequirething(TC)and/or drywall(BC). mar . the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bradn required where shown++ 'Cr 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. OREGON SEQ. : 5992792 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, Q4-- �y.TRANS \ k I D: 403334 5.Cosign loads be applied to any component. and are for"dry condition"of use. ' p 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 1r 14, ,1,1 fabrication,handling, necessary. /�,� ` shipment and installation of components. 7.Design assumes adequate drainage is provided. '/ FMR 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 1111111111111111110111111111111111111 , 7PI/WiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in Inches. 10. i+ iTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12.13=(-1078 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=)-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16.10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50' 2.84 KDDF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00-10 15 11.11 system and components and cladding criteria. T T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2.03-0S 4-00-05 4-00-05 S-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 14-00 14-00 inuss thedesiplaneed offor thewind trussoads only. '1 1 5 7 1 1 12 M-4x6 M-3x8 M-4x6 12 6.00 1:7' 6 4 6.00 M-5x8(S) M-5x8(S) Tr 0.25" 0.25" 0 0 0 /- o 1001. 0 .-- -',":-!!S1 13 14 15 16 .`,1 =o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) Jr 1, 1, 1, 1, 1, 1, , , 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 `Ca� pN,° sr0p WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual �w r 992®6 E �f' Truss: AH 6 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 responsibi6ry 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 ,te DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,, ,,,,, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ T rl 4t 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. 7OREGON ill SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G. NO A, design loads be applied to any component. and are for"dry condition"of use. / "</)+ 20 �-�,.'. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beading at all supports shown.Shim or wedge if QA. 14, is necessary. 4/ Sr fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4)41R10, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII VIII IIII IIII VIII IIII IIII TPINYTCA in SCSI,copies of which will be furnished upon request. git coincidenitwith joint centerInInes. 9.Digitssndoplate to(Ines. MiTek USA,InalCpmpuTfUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11E11111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931) 2619 10- 3=( 0 291 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10-11.(-933) 2616 3.11=(-534` 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-12=(-698) 2433 11. 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=5.2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 pall uplift at 24 "o0 spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads T T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 M-4x6 M-3x8-5 M-4x6 4 6.00 M-5x8(5) ' "' M-5x8(S) 0.25" 0,25" "4- 3 0 06 +. + vc N co /_ O 1 g ..r O 10 11 1�� 13 14 ''"S o 0 IM-3x8 M-1.5x4 M-3x8 u.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y ), 1, y y ), 1, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 01547 `5�. �°pNF° s, 41 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Co(, .1h®.a E c- T r u s s: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper LLLL 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 ./'J DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'c.c.respectively unless braced throughout their length)y ► DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)where shown and/or drywall(�C. ,,,.+'r the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required ++ -SO Ct- 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4- Nt. A. design loads be applied to any component. and are for"dry condition"of use. ,/ ."Q TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if .0 �' t 4 2 C4 fabrication,handling,shipment and installation of components. DesignDesassessary. �"' R A`y. t� 7. assumesadequate drainage Istrus,provided. ,✓! 4- 6.This design is furnished subject to the FMtations set forth by B.Plates shall be located on both feces of truss,and placed so their center IIII)II II VIII VIII VIII VIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git dicae with jointcenterche. 9.Digits indicate size of plate in inches. �t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-199E(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2. 3=(-3022) 1414 14.15=(-1211 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(.2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25:0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8.10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=) 0) 42 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10.091I' 1l, 4.07 5.01-08 load duration factor=l.6, T ' -03-0'0 T ' ' -03-03 ' 1' Truss designed for wind loads 10-00 10-00 in the plane of the truss only. 12 M-4x6 5 M-5x6(S) 9 -4x6 12 6.001/ M-1x4 7 0.25" M-36x4 0 '' 6.00 9e k c M-1.5x3 M-1.5x4 I'D co M Q 1 d "a T T " eco 3 o o M-3x8 M 3x8 10.25" 0.251' M 3x8 M-3x8E o M-5x6(S) M-5x6(S) ) 1, y y y ), I , 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 , ' 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 �c,�" �)PN 6i.D� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for en Individual ��� !C��1 y `9{ and Warnings before construction commences. building component.Applicability of design parameters end proper ter' Truss: AH4Incorporation of component Is the responsibikty of the building designer. /�/� r 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at +' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). A ra DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r11 (t 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. -fit OREGON (4 SEQ. : 59927 95 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" �S' 'b k design loads be applied to any component. and are for"dry conditlon"of use. 1/'% '9}+ -ltb 1.-�- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 1 , necessary. /1.1k.Ff 15 fabrication,handling,shipment and installation M components. 7.Design assumes adequate drainage is provided. r+:R R`L" 6.This design is furnished subject to the kmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WTCA In BCSI,copies of which will be furnished upon request. Digit c dawith joint center fines. 9.Digits indicate size of plate In Inness. MiTek USA,Inc./CpmlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 42 2-130(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF #188TR SPACED 24.0" 0,C. 2- 3=(-3022) 1237 13-14=1 -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4.1-2812) 1094 14-15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5.14=( -43) 304 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8. 9=( 0) 0 7-16=(-976) 389 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2812) 1112 9.16=)-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3022) 1247 16-10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10,0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,C018 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF625 ) M,M20HS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc epacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0° Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088° @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 T T 6,00 p M-4x6 M-3x4 M S 66(S)0.25" M-9x4 e M-4x6 12 6,00 r o M-1.5x3 Nippoi ,1164-1.5x4 o4m COLi; Idiggilikkh O O .-�� o 'M-3x8 M-3x8 b4.25" 0.251' M-3 x8 M-3x8 20 M-5x6(S) M-5x6(S) 1, ), ,1 y ,1 y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 `��� � N 4,, WARNINGS: GENERAL NOTES,unless otherwise noted: '11..,1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q� 'CIO C, E c.- Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such asplywooddgheething(TC)and/or drywall(BC). the overall structure Is the of the 3.2x Impact bridging or lateral bracingrequired where shown++ it I1 4.Na load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 14 S E Q corrosive environment, pG, "V. 1p` A, TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If o+ ie 00 4 Q .q 14, , 15 fabrication,handling,shipment and installation of components. Design assry. �I„E'R R( - 7.Design assumes adequate drainage is provided. ,t'f 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII IIII VIII VIII VIII IIII IIIITPIAIViCA In BCSI,copies of which will be furnished upon request. lines coincidewith Joint center tines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3.13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0' O.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #1&BTR 3- 4=(-3143) 1441 14.15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4. 5=( 0) 0 15.16=(-2516) 6278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7.16=) -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17.10=( -354 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: O'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.975° @ 19'- 6.0" Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 ,r 'r "( T (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(D;r), '3-00-12I 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l.6, 1" Truss designed for wind loads 2-05-12 in the plane of the truss only. 6-00 T T 12 12 M-4x6 12 6.00 1:7". 6.00 4.0" a 6.00 /- 9 5 O M-5x6 M-36x8 M-3x8 M-5x16 o-3x4 Li; d' M 1"5x4 O a l('1 4 M !III cm O O 13 14 1517 18 O M-3x8 M-4x12 0.25" M-1.5x4 0.25'16 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) 1, /, 1, /, ), /, 1, y y * 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 R Otte JOB NAME : POLYGON PLAN 5-B NH - BH2 Bpale: Q.,46, ���_to N s, WARNINGS: GENERAL NOTES,unless otherwise noted: kl .$y BH2 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 It" ,,!12,0 E t'" Truss: BI 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure staNIty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 Po ty continuous sheathing such as plywood sheathing(TC)and/or drywallC). r'^ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 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. -Sy OREGON 4/ SEQ. : 5992797 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, /". tet 11x .4 design loads be applied to any component. and are for"dry condition"of use. / -T�' Sfl A-�-..: TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 A s_ necessary. rA�p" V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "' .R B 14\- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIIII II II VIII VIII VIII VIII IIII IIII IIIITPIANiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size offplate in Inches. MITak USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 ILII I IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.12=( -958) 5580 3.12=( -120) 766 9-17=(0) 138 2x6 KDDF #1&BTA T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4= -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4. 5=( -6064) 1108 14.15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 IC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0' V 7- 8=( -5222 946 17.10=( -752) 4772 6.15=(-3278) 800 BC UNIF LL( 0,0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9.10=( -5482) 926 7.16=(-8536) 1596 NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED AGDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16. 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M1BHS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083' LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954' + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255' @ 19'- 6.0" Allowed = 2.606' MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads f f '1' f f in the plane of the truss only. 3-00-122 1' 1' 1'-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 f 1' 12 12 12 6.00 6.00 p M-4x6 a 6.00 4.0" 8 o M-5x6 M-3510 M-3x10 M 5x16�� M 3x4 iii o M-1.5x4 .. .. li`' p 3 + + + ui r, o %--gillIllIlliPPIIPPPPPP , M-3x6 0 12 )'13 ', t�14 'r 15 16 17 1 o o M-3x8 M-5x12 0.25" M-3x6 0,25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 1841# 1384# yy 1, 1, y ), 1, 1, /, vip 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 0j-1p JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.1481 10 ,‹Ok NE 03 PR 0 p ESS, WARNINGS: GENERAL NOTES,unless otherwise noted: '�,fy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 .� .O A d E t"� Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7L 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: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of �° continuous sheathing such l adng plywood suesd where s and/or drywall(BC). � DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 41 (r SEQ. : 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - - OREGON 4,/ S E Q. : 5992798 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, 1� A, design loads be applied to any component. and are for"dry condition"of use. y },. 20 �S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ma bearing et all supports shown.Shim or wedge if Q 14 itip �� fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes b el adequate onne drainagecis f trussa. � �,. 110111 1101 III III VIII III VIII IIII III 9 1 by 8.Plates shall be join both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines colndde 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-1 311,ESR-1 988(MiTek) EXPIRES:12/31/2015 1E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2- 3.(-4625) 1974 15-16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16-17=(-1176) 2930 16- 4=( -19) 269 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20.21=(-1031) 2727 7.18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22.23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=) 0) 0 23-13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2643) 1300 21- 9=1 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=)-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0' 13.14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 Osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260' @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' I - MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122' @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 -03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188' @ 39'- 6.5" -03-0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T '1' '1 T Design conforms to main windforce-resisting 12 M-61x4 10 12 system and components and cladding criteria. 6.00 7' M-4x6 M- x8 M• x4 M-4x6 a 6.00 5 1 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 LN load duration factor=l.6Truss designed for wind loads o 3X4in the plane of the truss only. %M-4x4a0 PI 0 M3x8a- � M3x8 0to c 1 .. - - - YET , �e �, 4 f-8 O o 15 16 17 18 9 20 -22 23 , 4 o M-5x8 M-3x4 M-3x8 M-�x6 0.2g1 M 3x8 M-1.5x4 0 M-3x4+ M-4x10 M 3x42.75 1.89 12 M-5x6(S) 12 09 1 y y y r y ), )' )' , 2-05-0$ 4-05-12 4-07-08 I 1108-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-111,0 2-05-08 11-11 ,2-001 23-07-08 0 10 y y 14-04-08 25-07-08 y y 0-10 40-00 • 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH5CScale: 0.1332 �� cO PR0,te WARNINGS: GENERAL NOTES,unless otherwise noted: � GIN 'viy -"Tru1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual t '\ :(JN®w E .1- Truss: ss: AH 5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. + 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d t C. '" DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral brng required where a shown++ ) Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 11, OREGON (�i SEQ. : 5992799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �9 .,� tom design loads be applied to any component and are for"dry condition"of use. -'Qi+ 20 -4 TRANS I D: 403334 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,handling,shipment and installation of components. necessary. F1 1'11 'I(j. 9 P Po 7.Design assumes adequate drainage Is provided. F11110- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I IIII IIII II I IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. Begs coincide with joint center Ines. 9.Digits indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF k1&BTR SPACED 24.0' 0.C. 2- 3=(-4625 1712 13.14=(-1329) 3653 3-14.(-721) 386 20.10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14.15=(-1028) 2930 14- 4=) -14) 289 10-21=( 0) 242 LOADING 4- 5=(-2840) 1155 15.16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16.18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18.19=( -802) 2727 6-16=(-161) 492 8- 9=(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3077 1172 21-11=( -970) 2638 7-19=( 55 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=( 0) 216 I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 40'- 0.0' -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) OW. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232' @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466' @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10,0" Allowed = 0.111° MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T . Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6.01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. T T 12 T T 2-05-0 T T T 12 T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17- (AllM-4x6 Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 M-9x8 M-1x4 y 6.00 load duration factor=l.6, _ Truss designed for wind loads in the plane of the truss only. M-3x a 1p o M 3x4 `O %M-4x4 co M-3x8 3 q o o =i: _ o �o lf> o� o 1 .� 13 M 5x8 M 3x4 M-3x8 1617 8 0.21p 20 21 .��2 o M-3x4+ M-5x6 M-4x10 M 3x8 M-1.5x4 M-3x8 0 M-3x4+ .a 2.75 1.89 M-5x6(S) 12 y2 ),12 y 1 L2-09-12 y y .• 1, y , 2-05-01, 4-05-12 4-07-08 1;08-02 6-03-060 6-01-04 5-05-04 6-01-08 y y 0-7 2-05-08 11-11 ,2-00 23-07-08 0-10 , , y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 ``��`� apNQ CP WARNINGS: GENERAL NOTES,unless otherwise noted: "4.' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4x� .+2®B E 9t-+. Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper LLLL 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood in ere end/or drywel BC), , tea. - DATE: 7/11/2014 P dY 9 3.2x Impact bridging or lateral bracing required where shown++ 40 it 4.No load should be styled to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON tti SEQ. : 5992800 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, k TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �r '� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © '11' 14 'Zp AT' fabrication,handling, necessary. {.LP shipment and installation of components. 7,Design assumes adequate drainage is provided. RAIL. V 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'1 1' 1111111 II II VIII 1111111111 IIIVIIIVIII 11111 IIII IIII TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digits Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPI RES.1213.112015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1d8TR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17.18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-190)-1439) 3656 4.18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18. 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846 1359 21-220)-1559) 4171 7.19= -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8.19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=) -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=) -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.1301 0) 0 22.11=( -80) 536 OVERHANGS: 10.0" 10.0" 13.14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13.23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50" 2.84 ODE ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "so snacing.I VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" T T MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" T T ' T f T TT MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04 0-08-05 2-01-12 5-04-05 '-03-0'23 3-10-08 T ' < 1' i 1 '1 1 T 1' '' T 1' 1' MAX HORIZ. LL DEFL = -0.131" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" T 8-00 f T 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 196 AT TIME OF MANUFACTURE. 6.00 I/ Q 6.00 Design conforms to main windforce-resisting 3x4 M 3x4 t2 system and components and cladding criteria. M-5x6M-4x6 M-1 5x4 0. 5' =M 4x4 5 7 )1 9 7.1•\/11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 3x4 vAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o q M-1.5X4 load duration factor=1.5, u, M M 1.5x4 / u` + 4 inuss thedplaneeoffor thetruss wind loads nr M 3X8 r- 0 0 o /- c o o)E c 1 ''TT M 1 x8 1s20 21 N1 23 `'�1 6-. ,,S; 0 o M-5x10 M-6x10 0.2�' M-3x8 M-3x8 0 M-3x4+ M-3x4+ M-4x12 -=n 2.75 1.89 - M-5x8(S) 12 12 J, ), y yy y y ), 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-10 2-00 11-11 y2-00 24-01 0-10 y y 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3Scale: 0,1400 mac• •• G NE s,,r WARNINGS: GENERAL NOTES,unless otherwise noted: 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 tt" !J o Cr ` C Truss: AH 3 and Warnings before construction commences. building component Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner.2.204 compression web bracing must be Installed where shown+, Po Po Po fY t P,.�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unless brds to be laterally braced at • DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by * continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...0,,,, , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be app8ed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -57 OREGON /4/ SEQ. : 5992801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L.. V \Q` A design loads be applied to any component. and are for"dry condition"of use. ++'' "Q1•' 2Q TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If Q 14, necessary. ; \- V. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C �,, 6.This design is furnished subject to the Rmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111341 TPIM(rCA in BCSI,copies of which will be furnished upon request. it coincide with Jointcenterche. 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-1966(liTek) EXPIRES:12/31/2015 1111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(.4158) 1554 15.16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1463 16-17=(-1145) 3656 4-16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=) 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292 4171 6.17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162` 3686 7.17=( -85) 56 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9.20= -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00" 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354' @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-1 0-01-071, 3-01-04 5-07-13 5-04-05 5.01-02 4.01-03 3 10-OS 1 Design conforms to main windforce-resisting 1I' system and components and cladding criteria. 2-08-081 12-08-05� 2-01-12 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V M-5x6 M x4 M-1"5x4 =M-4x4 M-4x6 Q 6.00 load duration factor=1.6, 5 7 6 y25" 10 1 Truss designed for wind loads M-3x4 - 9 NF n in the plane of the truss only. v 4 M-1.5x4 M-1.5x4 + 2 Akallihlh.. o o M-3x8 T _ N O /-o o o 1 15 M-5x10 161716 is aO 21� 1'1 a o 0 o M-3x4+ M-3x8 M-6x10 0.25" M-3x4+ M-3x8 M-3x8 0 1.89 . M-4x12 M-5x8(S) -==2.75 12 y ), 12 y J' J' J• y i' y y2-00, 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 ) )' 0-1y0 2-00 11-11 ,2-00 24-01 0y 10 J, , 13-11 26-01 )' J 0-10 40-00 0-10 3 RR JOB NAME : POLYGON PLAN 5-B NH - AH2Sale: 01550 .<0k NE 61 WARNINGS: GENERAL NOTES,unless otherwise noted: ''''A• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4rw •92 A• E Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r r+�"" DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and 01 10'o.c,respectively unless braced throughout their length by . DATE 7/11/2014 responsibilitybuilding 9 continuous sheathing such as ptywoodquired sheathing(TC)and/or drywall(BC). fllaaw_ the overall structure Is the res onsibili of the designer. 3.2x Impact bridging or lateral bracingrequired where shown++ 'Cr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON f'� SEQ. : 5992802 fastenem 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 ' l" .w design loads be applied to any component. and are for"dry condition"of use. 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if '� ��' 14 22 P4 fabrication,handling,shipment and Installation of components, necessary. provided. 6.This design is furnished subject to the Imitations set forth by 8.PI teDesisnshall be locatedassumes d on both faces)of truss,and placed so their center 111111111111111111110.TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center floes 9.Digits indicate size of plate in inches. r,/ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 7.12/31/2015 (I1IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14-15=(-2800 8048 3-15=( -842) 308 20-11=1-288) 726 BC: 2x6 KDDF #18BTR LOADING 3- 4=( -7926) 2942 15.16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V 5- 6=(-11444) 4480 17.18=(-5046) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 26.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0' V 6- 7=(-14240) 5666 18.19=(-5020 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19.20=(-4110; 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0,0' V 8- 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9.10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'OC VON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS 0 6'- 0.0" 10.11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 8-19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0° 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50' 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc asacinq.� X])' 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5° DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1.r), load duration factor=1.6, 2-09 �3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 �2-10.153-00-12� Truss designed for wind loads in the plane of the truss only. 320# 320# 12 S) 12 6.00 C7 M-4x10 M-5x8 =M-64x4=M-4x4 MM -7x8(7x8( M 9x10 M-5x6 4 6.00 o 0 %M-4x 3 y T2 ' �M IN ... M 1.5x4 () o o M-3x10 fi.T _ co Qc `! O Li), o ole 1 , 14 15 16 17 -4 SS +-�3 o o c M-6x8 M-4x10 =M-4x4 -M-10x10 i60.2519 M 4x10 M-3x8 0 M-3x4+ .-2.75 M-3x4+ M18HS-7x14 =M-8x8(5) M-3x4+ 12 2.75 o M-3x4+ yp 2-11-041,y 12 ), , ), y ), y y-05-0E 4-06-12 4-05 ),2 00y 9-02-04 9-00-08 5-04-12/ y y 0,-1 2-05-08 11-11 2-00 23.07-08 (1,-Y y10 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 ���„topR �i WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of MI General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q� 7 92.6 E �y^' Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ^' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at .+' DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,f Po ty continuous sheathing such as plywood sheathingQC)and/or drywal C). ,,..+'y Wm"> ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON CC/ SEQ. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosine environment, ,�. off` design loads be applied to any component. and are for"dry condition"of use. ; '9 j•" � :'�-..... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 necessary. 44547:1::::: :: �r� 14� V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ii 6.This design Is furnished subject to the irritations set forth by a.Plates shall be located on both faces of truss,and placed so their center 1111111111111110111111 TPINVECA in BCSI,copies of which will be furnished upon request. lines coincidewith joint pate In nche. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc snacing.I TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12'0C, UON. LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF Design conforms to main winladdingresisting DL ON BOTTOM CHORD = 10,0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), • load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T 12 12 6.00 Q 6,00 IIM-4x4 3 1 1 co O N 2 4 co O/— —i c. O O M-3x4 M-3x4 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - C1Scale: 0.6187 �,x.( G,n,PROP . ,... f,9 0 WARNINGS: GENERAL NOTES,unless otherwise noted: / �'v Cl1.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 '3 .�LLLL h`w Truss: C 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 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 10'o.c.respectively unless braced throughout their length by �rrl► DATE' 7 11 2014 p ty g 2uIpctbrid ingorathing suchasplywooequired wherC)and/ordrywe9 C. r/rAmma!. the overall structure Is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ 'Cr. �+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AOREGON S bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .1f \t �4r TRANS I D: 403334 design loads be applied to any component. 5and are for"dry condition"of use. / .q),. �� _{,_ .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating , ng et all supports shown.Shim or wedge if Q 14, T necessary. fabrication,handling, A. R RIO' shipment and installation of components. 7.Design assumes adequate drainage is provided' ";7` 6.This design Is furnished subject to the Rmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII IIII IIII VIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request nes coincidewith joint center tines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50' 1.54 KDDF ( 625 Connector plate no ix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) C,CN,CI8,CN18 (or Connector no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 WI uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075' @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 T f f Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. '1' T '' 1' T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 4 6.00 load duration factor=1.6, 4.0Truss designed for wind loads 4 " in the plane of the truss only. M-1.5x4 M-1.5x4 lin 4 r. 0 Co co co 1 0 0 v o NMAl v f- o _ -7 '( 8 **6 o o M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) 1, ,I, 1, y 7-00-03 6-05-11 7-00-03 > 1, 1' 0-10 20-06 JOB NAME : POLYGON PLAN 5-6 NH - D2 Scale: 0.2933 ���ti 3 Rope. WARNINGS: GENERAL NOTES,unless otherwise noted: ,(/ fly 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 Cts ±y ®O E A'^ building component.Applicability of design parameters and proper Truss: D2 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at "'� 3.Additional temporary bracing to insure stability during construction 2'o,c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d !Z." 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 11/ SEQ. : 5992805 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- v 1� h. design loads be applied to any component. and are for"dry condition"of use. I'" '91✓ St/ -�- TRANS I D: 403334 5.CompuTrus has no control aver and assumes no responsibility for the e,Design assumes full bearing at all supports shown.Shim or wedge if Q 14, {� necessary. C V NN fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R.f3(G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII VIII IIII IIIIIPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with jointcenter lines. 9.Digits ncdtsize off platein Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(llTek) EXPIRES:12/31/2015 (III1IIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF qi&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3.5=(0) 214 qi 2x6 KDDF &BTR T1 SPACED 24.0" O.C. 2.3=( 0) 0 5.4=(-123) 424 BC: 2x4 KDDF 0/1&BTA 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50' 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 Esfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000' @ 11'- 0.0" Allowed = 0. " MAX TL CREEP DEFL = 0.000' @ 11'- 0.0" Allowed = 0.111111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0' Allowed = 0.572° C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1995 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 1 system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 / 1 06 f 4-09 f Truss designed for wind loads 12 =M-4)04+ in the plane of the truss only. 12 /- 6.00 Q 6.00 M-4x6- u1 0 M-3x4+ 0 1 oo o Ro M-3x6 y M-155x4 M -3x4 0 y M-3x6(S) y 11-05-08 15-09 4-09 1, ) ,i- 0-10 20.06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 ��,<<, 0) PROP Lc, WARNINGS: GENERAL NOTES,unless otherwise noted: t 1}11 "V, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual e 02 II® E t- T r u s s: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 77G 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 stabiity during construction 2. tOPF, ,,.......,"' Design assumes the top and bottom chords to be laterally braced at ,. DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and!or drywall(BC). "API! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC C�1 C 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 E Q. : 5992806 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, 1� to S A. TRANS I D: 403334 design loads be applied to any component. and are for"dry conditin"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /Q 14, 0 Yi4 fabrication,handling,shipment and Installation of components, necessary. 7.Design assumes adequate drainage Is provided. 'FiR(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 IIIIII IIID VIII IIII VIII IIII VIII III 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(-40) 429 5.3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-574 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" O'- 0.0' -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50' 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX IC PANEL TL DEFL = 0.075' @ 8'- 6.3" Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006' @ 11'- 2.5' 12 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 M-4x4 Q 6.00 NOT EXCEED 19t AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 4.0' system and components and cladding criteria. /- 3 Wind: 140 mph, h=20.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, oad duratio , Enclosed, Cat.2, Exp.B, MWFRS(Dir), lload durationnfactor=l.6, Truss designed for wind loads in the plane of the truss only. co Oro OC`)) Ch co sr .1A1.111M.1.111111111111111. 11M111111.1111 11 O0 # 111 5 4 ** a M-3x4 M-1.5x4 M-3x4 y y 1, 5-10 5-10 . , 0-10 y 11-08 ti� PREF JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 `�� ' (ry ��ySsr�AA-� WARNINGS: GENERAL NOTES,unless otherwise noted: i •T "K 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '4t 7.026, !C`) cc r buildingcomponent.Applicability of designparameters and proper ®w L. C n and Warnings before construction commences. P PP ty 9 P Truss: E 2 g Design assumes e the opent is the mspo dy oftheally bra designer. fir ✓ 2.2x4 compression web brad) must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). NIP, • DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ +A 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p OREGON 11/ SEQ. : 5992807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G. -j .,* A design toads be applied to any component. and are for"dry condition"of use. "Q}+' 2- P".�, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 06necessary. + V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. iFit A 10- 6. .This design is famished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPI WTCA in BCSI,copes of which will be furnished upon request. git coincide with joint aIn nche. 9.Digits oincide of plate eto 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net(-5 of) uplift at 24 "oc saacing.I 1 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF M16BTR SPACED 24.0° O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P 9 TOTAL LOAD = 42.0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. 12 12 6.00 p HM-4X4 Q 6.00 / 3 0 m 0 cD 2 4 M co) OV— —/O o� 1 ///////////////////////T//////////////////////////////////////////////////////////////////// 5 o 0 0 M-3x4 M-3x4 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 �. G NE ' WARNINGS: GENERAL NOTES,unless otherwise noted: 1Fip, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �� .92/p E r Truss:" E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Adie,i/.0.0 3.Additional temporary bracing to Insure sledBty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood Ing(TC)and/or drywall(BC). ,�+"0+.,itllira! 4 DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4! SEQ. : 5992808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L u5 A design loads be applied to any component. and are for"dry condition"of use, f <Q',r � TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if Q 1 `j fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.DesignPlatesassumes adequateatedon otfaces drainage iso truss,a. t�,,. 111111111111111111 IIIII VIII II II II I III VIII VIII IIII IIII 9 1 by 8. gitsshall be located both faces of truss,and placed so their center TPIANrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. c+ n r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIII III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF 111&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0' TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max, nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2' T - - MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1,5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load durAll ation factor=1.6,sCat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. c") 0 .4- . 41H1 1111 cO I a/- O� Ill JI o� ►� ** 4 M-5x16 M-3x10 y b ), 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRDScale: 0,5462 �� 0 {',:-(. N soA WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual e }1I/11 � "V 4. w E. Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �+ 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ! DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d gg PYA g(r) rywall(BC), ++r. . DATE• 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 461 (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. 'p' OREGON 14/SEQ. : 5992809 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,d' q TRANS I D: 403334 >h 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 use e.Design assumes full bearing at all supports shown.Shim or wedge if ©. ./3". 1 ' r Q P..�., fabrication,handling, necessary. Cs shipment and installation of components. 7,Design assumes adequate drainage is provided. ft4 n 1.,\," 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I IIIII III 111111 111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request, git coincidenwith joint aIn che. 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 IIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) Q BC: 2x8 KDDF q1&BTR (' 1 101 1-4=1'54 172 2.4=(-187) 169 2-3=( -10) 5 WEBS: 2x4 HOF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0° TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625 Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX IC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" I < < MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 l '. NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, li m load duration'factor= l. 1 Cat.2, Exp.6, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. m 0 v 0 co 1 m mi o/- o 1P c.o� .. ..� M-5x16 M-3x10 ** y y y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 ��,R� N° of WARNINGS: GENERAL NOTES,unless otherwise noted: ,12 ` 7/�f "v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .4 '. a�G•i E 1-- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper L 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 stablty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �* the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood heaths here and/or drywall(BC). ,,,r. a ,e . ®�. DATE: 7/11/2014 P ty g 3.2x Impact bodging or lateral bracing required where shown++ 4SEQ. : 5992810 .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 shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �i* (.0 design loads be applied to any component. and are for"dry condition"of use. ,✓ .��,, �'� �+ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2 it..., A, shipment and installation of components. ne Design as. S' 7. assumes adequate drainage is provided. h• 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ` III1111 VIII VIII VIII 111111 III IIII TPIIWTCA 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(Welt) EXPIRES:12/31/2015 CHB This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED MES AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSFCWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M:M2OHS,M1BHS (16 = iTefiM) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND to equal typical et stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T T 1' 12 12 6.00 1 .. `716.00 11M-4x4 f 3 O t0 O N 4co co VV O /////////f////////////////////////////////////////////////////////// O M-3x4 M-3x4 y y y 0-10 8-08-15 Ope JOB NAME : POLYGON PLAN 5-B NH - G1 Spate: D.6D79 �c,''S N 6:.9�f- WARNINGS: GENERAL NOTES,unless otherwise noted: Ca 444 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 47' !992 4 Ill E r building component.Applicability of design parameters and proper Truss: G 1 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at -''� //,/ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !%wmx DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iF rt. 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 lc" SEQ. : 599281 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. `e! .4` A design loads be applied to any component. and are for"dry condition"of use. -" '11.'y" it O A+}-. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, y i. necessary. `y/04,110- 6. � 1-� t�� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4,1 1 Y 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. longs coincide with joint center lines. Digitssindicatesize of cto inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) G BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 29 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: 14.2" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50' 0.65 KDDF ( 625) Connector plate prefix designators: 5'- 0.2' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) P g LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2; Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158' MAX TC PANEL LL DEFL = 0.037' @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 i7 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, rn All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 N 0 c, 1 2 4�C J' J- y 1-02-04 (PROVIDE FULL BEARIN;Jts:2.4,31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 `C G„R°F 'S., WARNINGS: GENERAL NOTES,unless otherwise noted: 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 7 92 a a E 9 ( ' n'' Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..�'"� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,. ,;,;�� 4 WIPOP DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON tri SEQ. : 5992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �4 /� tx A 1/4 design loads be applied to any component. and are for"dry condition"of use. r '� �'! TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 tom`!- fabrication,handling, necessary. �q shipment and installation of components. 7.Design assumes adequate drainage Is provided. tom.^ i" Fi 6.This design Is furnished subject to the 6nvtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center "n '�'"� I(VIII VIII VIII IIII VIII VIII IIII IIII 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-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "on spacing.) TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 DESIGN MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED ASSUMESES AT SIUR OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designedfor wind loads o REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 l7 3 0 0 N 2 opor 111 C.)CD _� M-3x4 y 1, J- 1-02-04 5-03 PROF JOB NAME : POLYGON PLAN 5-B NH - G2 Scale: 0.7728 `ci* GMT, �`iA� WARNINGS: GENERAL NOTES,unless otherwise noted: "v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4' !CO2•� { buildingcomponent.Applicability of design parameters and proper G2 andxWarningsobeforeebasing mustn bmmsnces. P PP H 9 P P Truss: Design assumes e the opent is the responsibility to of the buildingbraced designer. 2.2x4 compression web bracing be instilled where shown*. 2.Design assumes the top and bottom chords to be laterally braced at ''� 3.Additional temporary bracing to Insure stability during construction2'e.c.and at 10'o.c.respectively unless braced throughout their length by ` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). , '° DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wl !t. �1 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 1t/ SEW. : 5992813 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. -j 1Q A, design loads be applied to any component and are for"dry condition"of use. -'9}." -Z� 1.,„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lug bearing at all supports shown.Shim or wedge if Q �1 14 necessary. 'VJL fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ++::r7 Ft��„ 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide ae with joint center Ones. 9.Digits indicate size ofplateteIn inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-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 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625 Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000' @ 6'- 7.7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.007 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 --/ A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l"6, Truss designed for wind loads fillii in the plane of the truss only. to 0o ca cu r- O o� 1110 1110- 11q M-3x4 M-1.5x4 ), )' 6-07-12 0-05-12 y y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4Scale: 0.5588 \c�`� PR ,0 , AO 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 7/� 2-sy �± 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4w 7y ®II E 1.+ Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+, incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAil," „000,,,,,,,,,, ' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asll ) + ' DATE: 7/11/2014 responsibilitybuilding g Impactbridging plywoodqured sheathing(TC)shownor drywall C. the overall structure Is the res nsibili of the designer. 3.2x bdd in or lateral bracingrequired where ++ 'Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. 'h \1k A design loads be applied to any component. and are for"dry condition"of use. ,,� +��,. (� 1. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 Nil' fabrication,handling,shipment end installation of components. necessary.s /(q 7.Design assumes adequate drainage is provided. 1 R;IA- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidentwith jointaIn lines. 9.Digits Indicate size of plate in Inches. p 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 5'- 1.5" ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 "oc spacing.) TC: 2x4 KDDF ki&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main win dforce-resisting BC LATERAL SUPPORT c= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus Sable end detail for complete specifications. 12 2 —/ 4.00 0 O _ 1111111 u, N 1 O� si- III 3 M-3x4 y 1, 5-01-08 OP JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: D.B25B N s,�0 WARNINGS: GENERAL NOTES,unless otherwise noted: [ ,,.95�y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4�7 "6201, L. r Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ire" DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y Po h continuous sheathing such as plywood sheathing(q and/or drywall(BC). ,,. , 001.11* DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�Y OREGON 140SEQ. : 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, ?y fit* design loads be applied to any component. 5.CompuTrus has no control over end assumes no responsibility for the and are for"dry condition"of use. /' 'Q�r rLQ ..,,- TRANS I D: 403334 6.Design assumes on beating at all supports shown.Shim or wedge If © 1 � y necessary. yi` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ER R`>,-L 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII IIID VIII I III IIII IIIITPINYfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plateteIn inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(Welt) EXPIRES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 i-3=( 0) 8 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.150 q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 2.8=(0) 3.4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 85 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105)1 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 377V -78/ 340H 5"50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- 11.2' -169/ 346V 0/ OH 1.50" 0.44 KODF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50' 0.35 KODF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 Doff uplift at 24 "oc spacing.) 7 09'12 12-01 03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9' Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" :' MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19`-k AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 p system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads o in the plane of the truss only. M-3x6(S) ' 0 00 3 M O o 1A e, 8 M-3x4 ), /, 1, y 0-10 6-00 13-10-15 (PROVIDE FUIL BEARING;Jts:2,A,3.4.5,6,7( JOB NAME : POLYGON PLAN 5-6 NH - J10 Scale: 0.2814 ��,\` ` apN° s,��f WARNINGS: GENERAL NOTES,unless otherwise noted: Ch `1 '19, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual {°Z !021$i S E _{ T r ii S S: J 1 0 and Warnings before construction commences, building component.Applicability of design parameters and proper CCCC t 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. Aille3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at yr.""' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at to'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). raw 4 DATE: 7/11/2014 P b 9 3.2x Impact bridging or lateral bradng required where shown++ " 4SEQ. : 5992816 .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 loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- '1 t' `fl TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. �+ Q1 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge If Q 1' 14 2 NN necessary. Rfi fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center `s I VIII)II II VIII VIII VIII VIII VIII III IIITPI/WTCA 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(Mak) EXP)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2.3=(-327) 162 3.4=(-220) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.58 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 825) 9'- 11.2' -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50' 0.17 KDDF 625) 'COND. 2; Design checked for nett-5 psf) uplift at 24 'oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" ,. MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.391" " MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 'i MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9° MAX HORIZ. TL DEFL = -0.005° @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 1 - Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.8, Truss designed for wind loads v in the plane of the truss only. M-3x6(S) o of 4' 00,00•0000000000000 3 0 .4,- .r-AIIIIIINIIIm C M-3x4 /, ), 1, y 0-10 6-00 11-11-11 lEROVIDE FULL BEARING'Jts:2.7.3.4.5 6' opes JOB NAME : POLYGON PLAN 5-B NH - J9 Scale: 0.3077 `�� G N s��,Af� WARNINGS: GENERAL NOTES,unless otherwise noted: �? "v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �ZtJ !(��j ' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 9 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'sc.and at 10'hin respectively unless braced throughout their lennggth by po ty P continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). ,amaa,,. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y "1",OREGON (4 SEQ. : 5992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 A, .4 design loads be applied to any component. and are tar"dry condition"of use. .'6 -"p taO A�- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at alt supports shown.Shim or wedge if © 14, necessary. 4z. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. RR R,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII VIII IIII IIIITPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Dies ndsize offplate In Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-287) 142 3-4=(-184) 79 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 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50' 0.29 KDDF625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" / MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" ,r MAX HORIZ. LL DEFL = -0.004° @ 15'- 10.9° 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. m 3 0 co 0¢ oJ� 1 _ M-3x4 1, 1, . y 0-10 6-00 9-11-11 PROVIDE F I B RIN•;,)ts:2.7 g 4 5 6 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale D.3315 \�<<'\N 4' WARNINGS: GENERAL NOTES,unless otherwise noted: � v 0 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 indNldual tt 7,021/011 E r- T r u s s: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ DATE: 7/11/2014 responsibilitybuilding designer. continuous bridgsheaing ng suer)bras plywood quredwhores ownordrywall C. ,�aq. the overall structure is the res onslbifi of the 3.2x Impact bdd In or lateral brawn required where shown++ It 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. OREGON S E Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4„ ' ' Atx is. TRANS I D: 403334 design loads be applied to any component and are far"dry condition"of use. 6. ",✓ '1y' 2.4( A 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 46 14 fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 R �"'� 111111111111121 TPINJlCA in SCSI,copies of which will be furnished upon request. git coincidenwith jointcenternche. 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-t311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 VIII(( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3=(-246) 122 3.4=(-148) 61 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50' 0.57 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50' 0.34 KDDF ( 625) 13'- 11.7' -51/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 -/ MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9' Allowed = 0.596" 0 MAX H0RI2. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 1996 AT TIME OF MANUFACTURE. 6.00 17 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. c 3 r` 0 M O o 1 6_� M-3x4 y y ), y 0-10 6-00 7-11-11 'PROVIDE FULL BEARING;Jts:2.6,3.4.51 JOB NAME : POLYGON PLAN 5-B NH - J7Scale: 0.3795 0 N s,, WARNINGS: GENERAL NOTES,unless otherwise noted: 41. EJ 1, 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 4x !92 9r and Warnings before construction commences. building component.Applicability of design parameters and proper X'� Truss: J/7 2,2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. / , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at to'0.0.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,..+,e 44101111P �#,Ame.!. DATE• 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .I 4t. 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. -, OREGON <t/ SEQ. : 5992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r, �jr t* A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /' "Q- fP,fi .ti,. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, i.. necessary. 44y , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. PRO- 6.This design is furnished subject to the Fmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111 TPIANiCA in BCS(,copies of which will be furnished upon request. git coincidentwith joint ate In nche. 9.Digits indicate size of plate in Inches. MITekUSA,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 11111111111 IIDV'II'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2.3=(-208) 105 3.4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -38) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'. 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CampuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 pan uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397" 5 -v MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" I 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES L 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 a. Truss designed for wind loads o in the plane of the truss only. 1( Eij cq 0 o16r►-_ -/ 0 M-3x4 1, y /' y 0-10 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 <c aN s'A� WARNINGS: GENERAL NOTES,unless otherwise noted: "V 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 44- ...42.1, E r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). YA1 A DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 111 !1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • OREGON SEQloads greater than 5.Design assumes trusses are to be used in a non-corrosivef+ environment, 4+)h A" TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. '41,k / rLQ .�,,, 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if © 14 �, necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. it/SR IO' 6.This design is furnished subject to the Irritations set forth by 6,Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIANrCA in BCSI,copies of which will be furnished upon request. git dicae with jointaIn nche. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1995(MiTek) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50' 0.47 KDDF ( 625) M,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 MAX TC PANEL TL DEFL = -0.048' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 j MAX HORIZ. TL DEFL = -0.002" 9 9'- 10.9" 6.00 I .. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19W AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ) d. Truss designed for wind loads o in the plane of the truss only. Ili co O� sr .- 1 --/ --/ 0 M-3x4 J., ), y y 1 0-10 6-00 3-11-11 JOB NAME : POLYGON PLAN 5-B NH - J5Scale: 0.4887 Cr, OPeSO WARNINGS: GENERAL NOTES,unless otherwise noted: , //GINE(T -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 £1 7:001 2 E r Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 obi sheathing(TC)and/or d ' UOP DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where hown+rywall(eC). Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 4J • SEQ. : 5992821 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� �9 Out , design loads be applied to any component. and are for"dry condition"of use. )r tZ .�-, TRANS I D: 403334 5.CompuT us 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 n`'' fabrication,handling, necessary. /' R A14" V shipment and Installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII 11 11 II III I III IIII IIIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with joint acenter lines. 9.Digits 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 1110111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) i 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) I Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 gsfl uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" 12 MAX TC PANEL LL DEFL = 0.047" @ 2'- 9,3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00[7' la MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES ' NOT EXCEED 19%AT TIME OF MANUFACTURE. ') Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, 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. co 0 - v 1111 ooh 1 �� 521 M-3x4 y y y )' 0-10 6-00 (PROVIDE FULL BEARING'Jts:2.5 3 41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 `�,tc` Nfi s,A- WARNINGS: GENERAL NOTES,unless otherwise noted: .' ,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual i� . /// a E c'" Truss: J4 and Warnings before construction commences. building component Applicability of design parameters and proper GGG 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'sc.and at 10'sc.respectively unless braced throughout their length by �r DATE 7/11/2014 responsibilitybuilding designer. continuous sheathinggsuch as ptywoodsheathing(TC)uiredereshown and/or drywell(BC). oma.,. the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bradn required where shown++ . 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON tri SEQ. : 5992822 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Zh 4y aD" A. design loads be applied to any component. and are far"dry condition"of use. 'Q b TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q k 14, �4 fabrication,handli necessary. 4/ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. �. 1R1`�. '1-\,- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl 111111111111111111110.TPUWTCA in BCS(,copies of which will be furnished upon request. coincide with joint center Ines. Digit 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: ��rrc,, 1/2015 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1/BTR SPACED 24.0" O.C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50' 0.26 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 ssfl 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10,0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2' Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. v 0 c%, co o„,_ v o 111 s_ 14►� -, 0 M-3x4 y )' y 0-10 (PROVIDE FULL BEARING:Jts:2.4.31 6-00 PR OPe JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 ��� o) N r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �<CJ .92° r" and Warnings before construction commences. - building component.Applicability of design parameters and proper ,��t ,/®'® Truss: J 3 incorporation of component is the responsibility of the building designer. .r , .r""''' 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'ex.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywal C). "'"'"?a'"' - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �I t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -a, OREGON (.0 SEQ. : 5992823 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. ?.1 ;"li` A. design loads be applied to any component. and are for"dry condition"of use. / ,rip '2$ A- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 , ty i_ necessary. /�� y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R I>,„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII IIII VIII(IIII IIII IIIITPINYfCA in BCSI,copies of which will be furnished upon request, Digs cidicawith jointae inches.In Ones. gi 9.Dis indicate size ofplateIn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131t,ESR-1a88(MiTek) EXPIRES:12/31/2015 IIIIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3=(-63) 49 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9' -99/ 114V 0/ OH 1.50' 0.18 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,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.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078" T , MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4" Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4" Allowed = 0.333" 6,00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads v in the plane of the truss only. O N f7 0/- sr /V ill O� 1 ►'4 M-3x4 J, 1' y 0-10 'PROVIDE FULL BEARING;Jts:2,3,4) 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 \CJ�00 N s ts'> g 0 WARNINGS: GENERAL NOTES,unless otherwise noted: Ca 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 1(92 s. E 1-- TrussTruss: : J 2 and Warnings before construction commences, building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. �+ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at .+' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ +m (Z- S /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4.' E Q bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L, 'r ,ti' TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �✓© •q y 4 Z� .,1 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 , AT' fabrication,handli necessary. A.. ja1'., ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Fi ARA- 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 11111 11111 VIII III I III II I 111 III IIITPUWTCA in BCSI,copies of which wit be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net1-5 ssfl uplift at 24 "oc soacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" T 1' MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6' Allowed = 0.250° MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" I DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, '' Truss designed for wind loads in the plane of the truss only. 0 co v CD 1111 o� 1 2 � 4 irigI,-3x4 y 1, 1, 0-10 .0, t :; I.' ' . 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 �`�SRN PROPeo GI WARNINGS: GENERAL NOTES,unless otherwise noted: )jJ 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 ..� !Cj^1 f JE r Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsihmty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the res nsibili of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �! . Po ty continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ,.+"'""+AIR- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A 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. -yr OREGON 7 SEQ. : 5992825 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G" -,fit 1a` k design loads be applied to any component. and are for"dry condition"of use. / -7}+ rLQ •. . TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If fa 14 fabrication,handing,shipment and Installation of components. necessary.Design a g P Po 7. laesassumes atedadequate drainage is truss, �. r�,- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII III IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide ae with jointcenterI lines. 9.Digitsindicate n i ni cdt size off plateo inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IiIII illi This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9' -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" 8 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° 8 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008' 8 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" 8 2'- 3.8" Allowed = 0.339" '1 f MAX HORIZ. LL DEFL = -0.007" 8 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" 8 5'- 2.3" {i DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads •,:r o in the plane of the truss only. 0 CI; M-4x6 �y` ._. o M-3x4 C98 0 y -, o � e M-3x4 0 O cm O `V M-3x4 M-1.5x4 N y > 1, y 2-03-12 2-10-08 0-09-12 1, ), 1, 1, 0-10, 2-05-08 y 11-06-03 y 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2.9,4,5,6' JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0,3025 `�� Ore �N A1. WARNINGS: GENERAL NOTES,unless otherwise noted: Ca 'v1, 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" -E r Truss: J7C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. 44101P,040°..' 3.Additional temporary bracing to Insure stedlty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c,and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rin!- 44111 PPP' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ le 4t SEQ. : 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the rasponsidlity of the respective contractor. 7OREGON tri 5992826 fasteners are complete and at no time should any loadsL ik greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , qi, 8,tk design loads be applied to any component. S CompuTrus has no control over and assumes no responsibility for the end are for"dry condition""of use.at all supports shown.Shim or wedge if 6.Design assumes full bearing ,/Q .41Y Q),. 14 2° A.1.., TRANS I D: 403334 �S fabrication,handling,shipment and installation of components, necessary. / r ry 7.Design assumes adequate drainage Is provided. "'+,,; n i tA,. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII IIII III TPI/WtCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. II VIII IIII IIII IIII 9.Digits indicate size of plate In inches. t� MITek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7a( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 TC LATERAL SUPPORT <= 12'0C. UON. LONDIOG 5- 6=( 77-155) - 101) 0 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" 183/ 405V 0/ OH 1.50" 0.52 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.009° @ 2'- 3.8" Allowed = 0.254" 11 11 11 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" 'l T MAX TL CREEP DEFL = -0.048' @ 11'- 11.7' Allowed = 0.267" " --f MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19h AT TIME OF MANUFACTURE. 6.00 I7 r) Design conforms to main windforce-resisting system and components and cladding criteria. m Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o.- Truss designed for wind loads 0 u1 in the plane of the truss only. M-4x6 �I� M M-3x4 c:, BB _ -o - m 9 o �'�4° M•3x4 M-1.5x4 -/o N 8 p o M-3x4 J, ,1 1, /, 2-03-12 2-10-08 0-09-12 ), 1, /, ,1 0-10 1, 2-05 08 ,, 9-06-03 y 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2.9.4.51 JOB NAME : POLYGON PLAN 5-B NH - J6CScale: 0.3429 .S,'``((RG N SS GENERAL NOTES,unless otherwise noted: CJ ///JJJ '`•y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4� . • E r* Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 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 tap and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,•" "ala., '0' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ "4 4r. 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 it" SEQ. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G, /f9 1�``4, design loads be applied to any component. and are for"dry condition"of use. / it}� 2p . TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 fabrication,handling, Desessary. ry`�� shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center /yr-1 VIII II I VIII VIII VIII VIII III'III'IIITPInMCA In SCSI,copies of which wilt be furnished upon request. Digits indicate with joint center nche. 9.Digits size of plateteIn Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7= -69) 178 7-6=( 0) 18 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=(-245) 43 6-8=(-114 ) 278 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3-8=(-289) 118 LOADING 4.5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10,0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625 ConnectorCNla (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) C,CN,C18,C 18 (or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50' 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND, 2; Design checked for net(-5 nsf) uplift at 24 "oc soacing,l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10,0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = -0.007' @ 2'- 3,8" Allowed = 0.254' MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339' 9-11-11 MAX HORIZ. LL DEFL = -0.005' @ 5'- 2.3" 'Ir - MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" /- -f DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, 12 N Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads <1. 0 in the plane of the truss only. C3 C L d. M-4x6 k� .. -/o • 8 cRaimmami M 3X4 M 1.5x4 o M-3x4 M-3x4 )- 1, )- ) 2-03-12 2-10-08 0-09-12 1, /' 1, ,1 0-10, 2-05-08 71)6-03 1- 6-00 6-00 3-11-11 IPROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME; POLYGON PLAN 5-B NH - J5C Scale; 0.3783 `5�`� op ��IN ,'S WARNINGS: GENERAL NOTES,unless otherwise noted: C "v� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'CC' .92®$ .E n° Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. Arei:0°.>''' " 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o•a.and at 10'o.c.respectively unless braced throughout their length by �r DATE 7 11 2 01 4 responsibilitybuilding designer. continuous sheathing such as plywoodsheathing(TC)requiredereshown and/or drywall(BC. the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing where sh ++ it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A�OREGON SEQ. : 5992828 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, "� tx .\ design loads be applied to any component. and are for"dry condition"of use, ,,r .Q j, (lc) h1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1.4 ,tyT fabrication,handling, necessary. ll ii A11-� i'. shipment and installation of components. 7,Design assumes adequate drainage Is provided. ill ii 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 11111 VIII HIM IIII IIII 11 IIII ill TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2.3=(-297) 65 6.8=(-138) 358 6.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3.8=(-372) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8C 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: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 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 = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 T f MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3° MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" s- 12 -/ CONTENT DOES 6.00 NOTIGN EXCEEDU119%AESTTITIME EOF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v o Truss designed for wind loads 0 M-4x6 M in the plane of the truss only. M-3x40...___0.,,,„„„,„„,,,„„„„„„„........_ , W .116� M-3x4 M-1.5x4 o 0 o 7 0 M-3x4 ), J, y 2-03-12 2-10-08 0-09-12 k ), y y 0-10/ 2-05-08 5-06-03 1 y 6-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,8,41 OF JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 ,ces o t sg' WARNINGS: GENERAL NOTES,unless otherwise noted: 'v. 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual Q� !(.2, itGinter ,c and Warnings before construction commences. building component.Applicability of design parameters and proper . 2,s it: J 4C Incorporation of component is the responsibiity of the building designer. 2.2x4 compression web bradng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced Cl die"" DES. BY BS 3.Additional temporary bracing to Insure stabiity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �+-',aO!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bradng required where shown++ '! I 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. i A OREGON 11/ SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-normsIva environment, 4 \ t� design loads be applied to any component. and are for"dry condlYon"of use. •+'� '9 fr /4 �Q A�•• TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It 4/ f_ necessary. 1hIT� "- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. i n AIL"- 6.This design is furnished subject to the imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center (IIIII IIID IIIII III I IIIII IIIIIIII III(IIITPINJTCA in SCSI,copies of which will be furnished upon request. Digs cindicae with jointcenterinches.9.Digits indicate size off plate o tines. 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 1E1 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6.(-135) (135 228 6-5= 0 18 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-297 65 5.7=( 218) 358 5-3= 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) C Connector8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) M,M20HS,M18HS,(or = MiTekprMT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.001' @ 0'--10,0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ O'--10.0' Allowed = 0.111' MAX LL DEFL = 0.012' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 2 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 0 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, co 0 v M-4x6 0 0 M � N e M-3x4 111 .. o L No m M-3x4 M-1.5x4 o 0 0 6 0 M-3x4 1, 1, y ), 2-03-12 2-10-08 0-09-12 ), ), y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3CScale: 0,4902 `5'� tGINE opt WARNINGS: GENERAL NOTES,unless otherwise noted: 4,44 h// 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ( .�L`0. 9{ `. Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper LLLL 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 et DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(9C). ailm... the overall sWcture is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ �. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON tti SEQ. : 5992830 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4• 4r ,,, design loads be applied to any component. and are for"dry condition"of use. /• ,� '� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 21'?)1i'. �A'- fabrication,handling,shipment and Installation of components. necessary. V` 7.Design assumes adequate drainage is provided. ME`y ry'GA 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 rl I IIIIII III I VIII VIII VIII VIII IIID IIII IIIITPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits indicate size of plate In inches. RES MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000' @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00E7 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. f -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 op Truss designed for wind loads a in the plane of the truss only, v o xV 0M-3x4 0 7 ►1 4 11 M-3x4 co M-1.5x4 cp M-3x4 0 y ), y y 2-03-12 2-10-08 0-09-12 ; y y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: D.5343 ��' �G N O p s•, WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ' /i .y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 7. N11 E c Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywalC). ,"r' "! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown v+ w SEQ. : C 4.No load should be applied to any component until after all bracing and 4.Installabon of truss Is the responsibility of the respective contractor. -? OREGON !l,/ S E Q. : 5992831 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .y4 IC design loads be applied to any component. and are for"dry condition"of use. / 'Q}•' r O -4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `.f 14,necessary. Rt,y' � fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. IR 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIIb IIIbTPI WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size offplate o inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/20155. IHIIIIII ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF ((ABTA SPACED 24.0" 0.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 4= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -3/ NOV 0/ OH 5.50" 0.10 KDDF ( 625) Cnn,coCpa or of prefix) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) ( = 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 far net(-5 oof) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 MAX3 HORIZ. LL DEFL= -0.000" @ 3'- 10.9" 6.00 1.- MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES '' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, a. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Co load duration factor=1.6, C Truss designed for wind loads in the plane of the truss only. o o o,- 1 2 4► -v M-3x4 .1 > y ), 0-10 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4.3I JOB NAME : POLYGON PLAN 5-B NH - ASJ2SPROp ala: Q.B54, A N , 61 0 WARNINGS: GENERAL NOTES,unless otherwise noted: "!"' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ( .��} Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r' DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood she C)and/or drywali(BC). + r,Iw . the overall structure Is the res onsibili of the 3.2x Impact bridgingor lateral bredn required where shown++ (Z. 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. : 5 992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroslve environment, 4- Eft. 4, rk design loads be applied to any component. and are for"dry condition"of use. ,x' i,., �� TRANS I D: 403334 5.Oempu ma has no central over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 7 4, �`o fabrication,handling,shipment and Installation of components. necessary. /� S ILA- 6.This design Is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. '`�R A M LA,. 11111111111111 V 9 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. B.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 11E11111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T ' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050' MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9° 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCOL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o T co O� V O 1,111°A 41� M-3x4 0-10 2-00 1PROVIDE FULL BEARING:Jts:2,4.3I JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 �� ,W) PR :c9A� WARNINGS: GENERAL NOTES,unless otherwise noted: 57 "K 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual Cr 7020, E '9r Tr.uss: ASJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal C). Mtl w - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ {C 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -fir OREGON (yj SEQ. : 5992833 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L \tt design loads be applied to any component. and are for"dry condition"gf t a. / "Q y 2a .,,. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if Q 14, c�l;S necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n IR 1 /� V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11011111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate inr lines. 9.Digits indicate 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 1