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Plans (14) • RE C Fri/ .MI.. +�. 4i 4. / 3 J o 4 S w ( CSC f/`'� k FEB 0 3 2016 vee//T)_ BUILDINGMiarekl' CITY OF KARI) IWS1 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 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. �(.,,t0 PR 04:0 GItNE ,ra_ 870 2PE ! v 'd,, OREGON ti� <v 9O OBER 1 CS A. HEfks 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. -... let MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL14 119UP Fax 916/676-1909 _ 3B 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:R41832580 thru R41832590 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. IONTO , $ k WAs I 49639 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 3B R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:04 2014 Page 1 ID:SygDnTgSFZSjSNcS I ttIDzR3Xv56BGEXseHTkmRQM5zY0yovnQnBWxSh?SixgeVBzOQRz ---- 1 2-6-0al-10.2 1 1-2-0 1 10-11-2 1 Scale=1:32.8 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 - / -p a p e a .- 0 0 N p/e \ o 9 17 16 15 14 13 12 1 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-6-2 I 11-4-2 1 -11x1 I 18-9-12 11-4-2 b-7-0 0.7-0 6-3-10 I Plate Offsets(X,Y): 1.6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 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) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 010N10 ' TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 d7 0- WAS WEBS 2-17=-1913/0,2-16=0/1299,416=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, J��,'.4 7-12=-756/0 0 ��« „ .,i d fes, jaf Rt.�=. co 0. 1.1 NOTES 1 ta 1)Unbalanced floor live loads have been considered for this design. fi 2)Refer to girder(s)for truss to truss connections. Tf"l` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "rid 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to #t' be attached to walls at their outer ends or restrained by other means. � 4'G/STEW' LOAD CASE(S) Standard 'tONAI. <<- PROFF`'6) ��ie ti‘,,‘GINE-F9. /o 870 2PE 7� cti 4ti Ai, OREGO 0 fi'1/SOs, ER \• ' A. HE EXPIRES:06/30/2015 April 22,2014 4 A 6yAfiNi!13 Ver.-'p de?fgn paametErs sod READ M 7£S Gtr 7k.,,Adm DEUCED MIMIC k€f:.r RfNa PAGE HIT}}J3 rep.,1,/Z9I2GEd8LO4£l1SEme. �.. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 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 overoll structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP[1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SF).lumber is specified,rftedtagn,Moes one Strew effeothur 06/01/2013 byAtbc Job Truss Truss Type Qty Ply 38 R41832581 PL14-119_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJOfDuup4_UhkVT4z2QtKspB?L1ZhZ19E9kZ4zOQRx I 2-6-0 1 1-9-8 II 1-2-0 II 1-6-0 II 1-1-12 1 1 2-5-8 II i-2-0 11 2-68 1 1-4-0 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 Fii �� 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 I I 3x8= 3x6= 12-7-4 I 8-8-12 11-5-4 19-°- i 17+12 1 21-5-12 8-8-12 I 2-8-6 b-7-0b-7-01 4-9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edge1.17:0-1-8,Edgel.116:0-1-8,Edoe1,[22:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 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 All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) rrQNIO itt FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. () °Vj, TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, C.t ' �` him 9-10=0/571,10-11=0/571,11-12=0/566 t O BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, CO •` " t4415-16=-22/297,14-15=-286/61 / WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,6-20=0/535,7-19=-642/0,9-15=-821/0, .rr 12-14=-66/308,12-15=-457/0 rd <,I' NOTES ' ' 49639 fl STO- 1)Unbalanced floor live loads have been considered for this design. Qj 2)All plates are 3x4 MT20 unless otherwise indicated. .9.,114Q 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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 no) PR 0pr. be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. ��,N,04, NE s�{), LOAD CASE(S) Standard 87022P i -0,?,RGCONd 0 OBER �, SA. HIEN EXPIRES:06/30/2015 April 22,2014 f I AWARAITSS Ver.'!ydesinparameters andREM WITS ONTHIS Ale IIK30`€Fit i4ITEKREFERENCE PAGE MIT 7473rex 1;'78/217149 .ftEfISE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ■�T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5raMilani Pf„&f5f')lumber is ed,„the 4.esigoittrattrats are Mese effective 06/01/203.3 by AtSC Job Truss Truss Type Qty Ply 3B PL14-119_UP F03 Floor 841832582 5 1 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-VhtOtZvWa06LIu4gegafQXPz40jz19buOuu16WzOQRw 1 2-5-4 1 1 1-2-0 1 1 2-0.8 I 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 ® 3 4 5 6 7 Y �� �a o I — N 1. 0 \/ e 1 Z 11 10 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4=- 3-11-12 3-11-12 I 2-8-4 13-3-4 1 8-7-12 agp 12-9-0 2-8-4 0-7-0 0-7-0 0-I-fl 4-8-0 9'1-f 3-11-12I Plate Offsets(X,Y): 12:0-1-8,Edgel.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18<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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) ' ONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. $ 91f.A5,-- a, TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 Y i BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 t fi WEBS 2-12=-610/0,4-9=-841/0,6 8=-123/255,6-9=-444/0 ''Z' '1' 0� NOTES if 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. ,d {fir 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. It' ��,_.,�,,�Q k' 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. � (+'1$j 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. $ � 6)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 toL II be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard St�(��� PRQpFs(.9 f 21'E /9 z y 4:>, OREGO ,,s3r A. HE EXPIRES:06/30/2015 April 22,2014 4 WARMS-Veritrde_=iyn ra:mous aa3 RFS MIES MITRE DEUCED CED MI7EY REFEREtitz PAGE MT 7413 mt.112512014BM !# _r 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 t» o for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdteda,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If S•af'he9Ti.Pine fsPl Iumheeis specified,the desige amtuees erathese eitfcctiveDGAnfl013 by Al-SC • Job Truss Truss Type Qty Ply ae R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-ztRn4w8LhFCw1fsCO5uylx86o2X1 cal dYereyzOQRv I 2-6-0 I 0-84 I I 1-2-12 1 1 1-6-0 I I 1-2-0 1 1 1-4-4 1 1-3-0 I Scale=1:18.3 1.5x3 II 384= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x6= 4 5 6 7 8 e ea — 77 NNN-e o o ` N ° e e° 103x4= 9 14 12 11 3x5= 11 x3 II _ 3x4= 3x4= 3x6 3-2-8 I 10-6-12 I I 3-2-8 7-4-4 Plate Offsets(X,Y): 15:0-1-8,Edoel,f10:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.00 9 n/a n/a Weight:51 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift 14=-19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) IONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0C 0V WAS./1.4..4 TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 Cj Q BOT CHORD 12-13=-260/0,11-12=0/429,10-11=0/429,9-10=0/291 k w-, G ny WEBS 3-13=-330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 tri NOTES 1)Unbalanced floor live loads have been considered for this design. `, 2)Refer to girder(s)for truss to truss connections. iti4963 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. o 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 S.1r. QNt v' be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ,( P R OAFS <cc;. �NGI N EFA sf�, p. "' 87022P, c' . i It\ >c ORGON ` 'A00'41BER �\ .. S A, !4 EXPIRES:0613012015 April 22,2014 i ®WMS1 -Way design paw tersaajREAD ICTESOHTHIS ANS MUM MIRK:%EFEPE/ PAGE/517473mt.1,25/20149E05E0W _». Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and k 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 Meek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and SCSI Building Component Safety th�np Information nt k shed deesugnvu81 areLeetholeet,suerfecte Alexandria,20tarA 4 ciw511eighis.CA.95610 Job Truss Truss Type Qty Ply 3B R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttfDzR3Xv-ztRn4w8LhFCw1fsCO5uylx4doyH1 a31 dYereyzOQRv I 2-3-12 I I 1-2-0 I I 1-0-0 1 2-6-0 . Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 N ' ✓, iiiii e e e 12 11 10 9 8 304= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 12-7-4 Plate Offsets(X,Y): f2:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 56 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=549/Mechanical,8=549/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Hyl©NIL) N. TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 C,, i,o WAS �. 4 . $F {Sr, NOTES 4k O. fy 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fE"r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 49539 4 be attached to walls at their outer ends or restrained byother means. Q � r5 LOAD CASE(S) Standard ti, 06 �t�IONAL tt3 P R op 0 v 87022PE 1` 7 i`��, OREG N (4). ,.,./41 ti '1 `,14. ' :EHRE\\NN'''''' ' A1S9 . EXPIRES:06/30/2015 April 22,2014 0 A IMAM-tied/y*Alga yrarssters and REAP NS TES CH THIS ANS ma[ZED HIIEtf REFEREfCE PAGE XII 7473 icc.(//3/201EBEFOR II Design valid for use only with MTek connectors.This design is based ony 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�� ,. 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 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sail them.Pine(5P(tvmbar is specified,the stesiBar values melbas*effectsa-e 06/01M313 by MSC Job Truss Truss Type Qty Ply 38 R41832585 PL14-119_UP F07 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 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-wGZXVaxPtJVw9LpFJp7M1 Al UfcjZVXGK4s7yirzOQRt I 2-6-0 I 0-9-8 I I 1-2-0 1 1 0.9-4 1 2-0-0 I I 2-5-8 I I 1-2-0 I I 1-11-0 I Scale:1/2"=1' 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 e e a a y a N /-\II,„4440440414104.0. _ iiiii r- 00............. \- e e e 0 , e e �H( �f 16 15 14 3k 12 11 1/,.9! 3x8= 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 14-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-4 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edae),(8:0-1-8,Edoel,114:0-1-8,Edgel.115:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) -VONIO 46, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 Q BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 CJ ,c /.......,,, Y 0 WEBS 2-16=-612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 ., k I. try NOTES / : N 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. r 4P 3)Refer to girder(s)for truss to truss connections. f� 49639 ItY 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4, 'Gr 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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 Zks1. �%" be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard .�� PR0 4NGtN FR /00 87022Pt \-- 'y '°, UR EGUN ` & Neck\q.. EXPIRES:06/30/2015 April 22,2014 i 1 AWAMIVS-yer/cxtge;aramr•teruandREADNOSESONTRISASS7T 1/SEDt4I7EKR€FEAFM'EPAGENu7473rec1,/19/20148f<MUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and a 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 6 the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 SafeN SouthernpInformationaby PSCvailable harbor isos�z�ed,IInstitute,# ig7ueare the suites#0& BJ 13 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 3B PL14-119_UP F08 Floor 2 1 R41832586 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(notional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNc51 ttIDzR3Xv-056viwyl ecdnnVORtWebaNZcoOvMErXUJWsVFHzOQRs 2-6-0 1 1-0-10 II 1-2-0 110-11-2 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 g 10 If o 0. 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 11 1.5x3 I I 31x8= 3x4= I 113-10 12-8-10 1R-1-101 I 16-0-4 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edge),(7:0-1-8,Edge( LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 10N.10 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 rj .-4WAS ,;r�r WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, C, ,„, i> 7-12=-786/0 1ri, C} NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 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. Strop backs to �� 7� ( be attached to walls at their outer ends or restrained by other means. ) LOAD CASE(S) Standard ��� ,[} PRC3FFs ENGIN ' 4 8 • 2PE /24 r' OREGO , N 'p' cam' $ER #\ A HER�A EXPIRES:06/30/2015 April 22,2014 A wAvins-Weir desip ru arin sirs a dRMD h-TES ONd7fF8AND Dia WED hIT£t?t€FEf€ttti PAGE Mit 1473 x 1129/2041LziRE USE ��. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIT@k. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Beading Component Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Cibus Heights,CA,95610 if Sesutl4ertlPine(SD)turnber is epesified„the et4stse values are these eitestitie 156/01/2013 byA SC Job Truss Truss Type Qty Ply 3B R41832587 PL14119 Floor 3 1 nce(optional) Pacific LumberUP &Truss Co.. F09 Lake Oswego,Oregon 7.510 sJob JanRefere13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CRISFZSjSNcS 1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcnOvLErWUJWsVFHzOQRs 2-6-0 I I 1 1-0-14 I I 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 11 3x6= 1.5x3 II 7 8 9 10 5 6 1 2 3 4 • • • N / 4444444.44.414%* e � \ O ":I.' c 1' 16 15 14 13 12 3x4 = 3x8 = 3x6= 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 11-6-14 12-1-1415, I 19-0-8 I I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8.Edoel,f7:0-1-8,Ednel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a Weight:86 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ., ONI0 TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 o 01j WEBS 2-17=-1940/0,2-16=0/1326,416=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, C.) LIQ 7-12=-789/0 Oa , a NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. i, y 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �0 �.4IST be attached to walls at their outer ends or restrained by other means. 6 LOAD CASE(S) Standard V PROF mac;• , IN�'19'0.�9 87022PE r" cv S ��, OREGO i 4 ©S A. HeR EXPIRES:0613012015 April 22,2014 I Qtt4/tNf.Nn.VerffAlign pram srrssod READ//7IESONIRIS AND I/ €.t1OEONIISKREF.REME WE 74777473mg,1;24/263485F02£t15E " Design valid for use only with MOek 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 Mi Will., is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Lane.Suite 109 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/7911 Quality Criteria,DS8-89 and SCSI Building Component 77777s Greenbackea,CA,ne, ilfcita Information hemP o 11.19 leas Truss Institute, e Street. Suite Alexandria, Oit iOtyh a. • Job Truss Truss Type Qty Ply 3B PL14-119_UP F10 Floor 5 1 R41832568 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:12 2014 Page 1 ID:SygDnTgSFZSjSNcS1 ttIDzR3Xv-segHwGyfPwlepfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0 I I 1-48 I I 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II3x4= 1.5x3 II 1 2 3 q 5 6 7 • 00 N 1..._ \ O 1/\ 11 10 9.3x4= 3x6= 1.5x3 II 3x4= 3x4= I 6-9-0 I 7-4-0 1 7-11-0 I 10-11-0 6-9-0 0-7-0 0-7-0 3-0-0 I Plate Offsets(X,Y): 14:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 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=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1280/0,3-4=-1280/0,4-5=-1062/0,5-6=-1062/0 ysONIO BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 i (l 4, NOTES q,sv is 0.'' c., �, d _. 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7r 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 kip be attached to walls at their outer ends or restrained by other means. �}� �J ISTE � LOAD CASE(S) Standard ,t -AG c�� ,.-. N EEg `5'/O `� 8 t 2PE 44, fir" 0 CV y -5, OREGO q,. 918ER AN .Q 0S 4. HE ' S EXPIRES:06/30/2015 e April 22,2014 A IIWINm.Verify dys gn pommarrs and READ MOTES Cf4 THIS AND IM2is"ED KIM('REFERENCE PAGE mu 1473 mst 1/JS/28141MitEWE MI.+ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �• is Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek* fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPIl QuaBty Crtieda,DSB-89 and BCS1 Building Component Safety information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 if Southern P1b00JSP)famsber is sPestfie4,.the desigavalues ara,tlsose a•stfbre GG/G1/2013 by, • Job Truss Truss Type Qty Ply 3B R41832589 PL74Floor 3 1t19_UP F11 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNis4nmgLcJAzOQRq I 2-5-4 I I 1-2-0 1 1 2-0.8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 I I 5 5 7 1 2 3 4 e IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I — o N 7 e b 1 E 11 10 3x8= 3x4= 3x4= 1.5x3 II 3x4= 3-11-12 12-9-12 I 5-7-12 -8-4 13� 110A 40.8 I z 1tt9-7-0 1 0-7-00-4A 48-0 0 Plate Offsets(XX): 12:0-1-8,Edde1.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a Weight:58 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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:8-9. REACTIONS (Ib/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=-64(LC 3) �� Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 4 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. &� 04 W TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 Cr 40 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 i - R." Q' VS 2-12=-610/0,4-9=-841/0,6-9=-452/0 71ra1 NOTES Trfi 1)Unbalanced floor live loads have been considered for this design. � ���� ��,' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 00 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A �y 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 ,sk, be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ,\((4't,0 P R 0Ffi6' 61 4' $70 2PE r- y �'$,°REG N ti .4 9C- 4)11 BAN .. '9A. HeR EXPIRES:06/30/2015 April 22,2014 i a A KAkMI.se!i Voify Verifydcsr x ra:ametgrs a:ld READ MPS 04 THIS ASS MIMED`ED MITEKREFESENa PAGE MIT 1471 tee 1/2511014 BEREUSE �•. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and n for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane,Suite 109 fabrication,quality control,storage,derivery,erection and bracing,consult ANSI/T911 Quailty Criteria,DSB-89 and BCSI Building Component 4. Citrus Greenback k L ne,Suite ifS information WOIIvl 1 from Truss Plate Assign values Lee Suite c 06/011201,3Alexandria, SC / Job Truss Truss Type Qty Ply 3B R41832590 PL14-119_UP F12 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 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xvo1 o2Ly_vxX?Mey70YeCICOBAgD3URJfw?U59rczOQRp 2-6-0 I 1-9-8 I I 1-2-0 I I 1.3-4 1 1-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 ---/Z . N O � e � e e 10 9 8 3x4= 3x4= 3x4= 3x4= I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edpel,19:0-1-8,Ednel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >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/-P12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flaf) 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=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NIO TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 44, BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 ti 44. © o WAS WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 NOTES F k_ {� 1)Unbalanced floor live loads have been considered for this design. 13 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0/ 496399 ,` 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. Qs' �r'/S LOAD CASE(S) Standard ,14C.1 �� tOPROpe "• �IaGINE R f% w -,c- 87022PE �'" -0 GREG N ti� 1n/ 'AA' 4l&ER �'A '� ` A. H 9' EXPIRES:06/30/2015 April 22,2014 4 Ar y RIVI -Verity design prawn-5 aAdRE U RTES ONTHIS ANC MIMED 1C1EK.REFEREPa PAGE ma 742'3 m c 1/15/.20i48GCAELSE ..... 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 Ls for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualily Cdteria,D5B-89 and BCSI Bulldtng 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 ifSourhem Rirse )lumbar is rtsacifiud rha'.deaign>values aratroseoff asrnre 6€401/201.3 byAtSC J Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MM. Dimensions are in ft-in-sixteenths. •mik 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 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor 1 La-11111114Bit obracingshouldbeconsidered.ieA �O3. Neverexceedthe designloadingshown andnever 1_� Ustackmaterialsoninadequatelybracedtrusses.O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ ci e c• csb designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-1/Id' from outside 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 an d aem reguled ated by ANSKnots UTPI waj e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 111 4 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. IIIMIreaction section indicates joint 17.Install and load vertically unless indicated otherwise. "MAUI II number where bearings occur. Min size shown is for crushing only. NM NM Mil4g 18. lumber u environUseofmgreenentalor,health treated or performancemaypose risks.Consult withnacceptable project engineer before use. ►� Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. isnot sufficient. DSB-89: Design Standard for Bracing. m[reeks BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 • 0 CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED glL , ' 2:L!1CONFORMS TO DESIGN CONCEPT WITH ® NON-CONFORMING-REVISE&RESUBMIT REVISIONS AS SHOWN THIS SNOT DRAWING HAS BEEN REVIEWED FOR GENERAL CDSFORMANCE 3T-0" WEN DESIGN ONCE. ONLY AVG DOES NOTRELIEVE THE / Ei NON-CONFORMING-REVISE AND RESUBMIT FABRICA OREVENOOR OF RE PONSIOIL`FOE CONFORMANCE N.H DESIG`1 ('1 5 c DRAWINGS. AND APPLICABLE COD ALLOF WHICH HAVE 1 ?u f: THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PEiORIITOVERTH;ss O DRAWING. WITH THE DESIGN CONCEPT ON r AND DOES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 ,,,�.,.�.., VENDOR OF R.ESPOSIBI IT': FOR CONFORMANCE WITH THE I`f J M: FABRICATOR/VENDOR CATORI M!L B R A H Q T ARCHITECTS Q..,'& . a „ N R_,.y_1 .r,_' DESIGN DRAWINGS^AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 1 • OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. V= 16_ U� I «' 3i,fir ; 11,,)4 n� I. I; By: Todd R. Eaton Date: September 19, 2014 C4 CT ENGINEERINGINC , T_ \\\,.\\:, \ \ - ;,,. C3 (8) % 'k h' N \-T' '',. \ - • ----- w — 1).1r Nr mUS 8. 2 0 I 5. ' 4:12 \ 2I I �, b 1 6:12 112 / W *' / / D1 11'4' 14'-2' I Z51 1T 112' 4 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 CEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: - REVISION-1: ENGINEEREDOR STRUCTURAL In':' UM SIGWWGSGINE R FURTHER '. PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER FOR OF RECORD (611-- PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEERREVIOF RECORD TO C B M A N Y. CHECKED BY.' SEANDEEROF RECORD DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TR U '`fix 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. 4 3T-0* r I V= 1V-5" C4_ _ zi ...2? / C3 (8) ..., wl 22 2,2? OS R5 6:12 C2(1 1) \ C' / 1 I It12 I 1 11 6:12:1 1:/2 \D3 (2) cNtr_ . o ..k. / 1_9N1AGE K CONFORMS IC DESIGN CONCEP D1 CONFORMS TO DESIGN CONCEPT WITH 14.-2. 1g CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN i- "1- 11'-8" 1 ri CONFORMS TO DESIGN CONCEPT WITH L—,REVISIONS NOTED 25.4r 1- NON-CONFORMING-REVIIE AND RESUBMIT I1T-31/20 NON-CONFORMING—REVISE&RESUBMIT " 'NBS SFOB DDAB/B40,LAS BEEN DEViEWED FOR C-17B7RAS DONFORISAI*SE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I OBT,i rksxxi COMSEB, ONE, AND DOES NOT FL IND FAR,C,ORN'ENDOP,OF RESPSNS,EN.BY FOS,CONFORMANSF WITH DFSs3N WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE LIF',S SPECFV.TM.AND APPLICABLE CODES,ALL OF BiSCH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE F'F F WEN TBESSI,OBDRABBND DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WICH HAVE PRIORITY By Alexia Fu kui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MIIBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 -.. BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND .. —. ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3BINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD .. acsfi. RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL ',.): 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. 1 1 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). lir c:3" '•t'-' V� i It 4 Regi . ' s ,11 ,� ,, '.' s,,�„.� . r ,7� 10/1//, r. oa° .f'i RES £i/3g/1 5 11111011 II II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Desi n 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"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = 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 factorse.6, • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, in the plane of the truss only, Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T T T HM-4X4 3 12 12 Q 6.00 6.00 7 M-3x4 M 4 M-3x4 m o/- -/o �r - -- v o, / ////////////////////////////////////////////////////////////////////////////////////////////////////////// // —/0 0 0 1 y y y y 1-06 14-02 1-06 k 0 PROPS JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 ��� �('� ,sic� 6 l�1r 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4." !� 17 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 ..g `P E 1,., Truss: Al 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 stebiGty during construction 2•Design assumes the top and bottom chords to be laterally braced at �r�f�+ DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by II w Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradCC required where shown++ C?REGON 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. 7 ,} 4/ SEQ. : 6035306 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L` '1,/\ Av TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. d 14 P'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 of necessary. '� RRIL fabrication,handling,shipment and installation 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 11111111111111111111111 TPIMlTCA In BCSI,copies of which will be furnished upon request. git cindicat with Joint tecenter nche. 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-1888(MiTek) EXPIRES:12/31/2015 J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-805) 265 6.1=(-115) 48 3.7=(0) 305 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2.3=( 0) 0 1.7=(-229) 648 BC: 2x4 KDDF #1&BTR 3-4=(•818) 321 7-4=(-226) ( ) WEBS: 2x4 KDDF STAND LOADING 651 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 2BV -48/ 46H 0.00" 0.00yyyy)i ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4,4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0" -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4,0" Allowed = 0.150' vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0° Allowed = 0.200" Unbalanced live loads have been MAX LL DEFL = 0.013° @ 27'- 0.0" Allowed = 0.150" considered for this design. MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028' @ 21'- 11.3" Allowed = 0.476' Connector plate prefix designators: MAX IC PANEL TL DEFL = 0.060° @ 14'- 10.1" Allowed = 0.697" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5' MAX HORIZ, TL DEFL = 0.011" @ 25'- 0.5" Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals, exceed assumes moisture content does not Refer to CompuTrus gable end detail for not exceed 1996 at time of manufacture, complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 12-09 11M -x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '- --> Truss designed for wind loads M-3x5in the plane of the truss only. co 0 M-4x6 N co Lo 12 Ake12 0 6,0017 cilihibh...s.00 c'o M-3x4+ co 4 0 o 6 '1 ' 7 - o M-3x6+(S) M-1.5x3 M-3x4 y y )' y 7-05 11-00 7-01 k y , ) 1-06 25-06 1-06 JOB NAME: POLYGON PLAN 3-B - 61 ,‹,k,� t� �� ' s' Scale: 0.2470 51 f 1Zl1T s/01 WARNINGS: GENERAL NOTES,unless otherwise noted: r� /'t-' 'jr 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 . s 9G 0 0 PE 1".. Truss: B1 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: LJ 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 a allyl " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4� CC /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. q`OREGON 40 S E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . 'vr Nt„ A, TRANS 4 TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. 6 1 2535.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if /Q }<' P+C• fabrication,handling,shipment and installation of components. necessary. 411i• `bw` . .Design assumes adequate drainage is provided. 7 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 1111111 100 IIIII IIII IIIA 11111 VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z basicts oicate slze f connector. plateFor design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2.10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 11-12=(-291) 1965 4.11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 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 BAG REQUIRED BRG AREA M,M20HS,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" -279/ 1725V -213/ 213H 5.50' 2.76 ODE ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6,0' Allowed = 0.200° MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1,804" MAX TL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200° MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00[7' M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 5 -hf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) -441%, M-5x6(5) load duration factor=1.6, Truss designed for wind loads 3.414144%14%44444%.* in the plane of the truss only. 0.25" 0.25" of 4 /.1\ M-1.5x3 +e M-1.5x3 co414( Nisi co0 o,fF- _ 4 , off` 1 - 10 ► 11 12 .\ o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) l ), y y y 9-06-04 8-11-12 8-11-12 9-06-04 y 1 y 20-00 17-00 y y y y 1-06 37-00 1-06 o.0) PRpr��� JOB NAME : POLYGON PLAN 3-B - C2 Scale: 0.1596 \ f_`1LyJ� d GENERAL NOTES,unless otherwise noted: v. / ' 'A.,„ WARNINGS: Q` 7,9 PE. {'' 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 C2 and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: incorporation of component is the responsibility of the building designee / 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 stabimy during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t�.� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r A `+.. DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 Ci•( N SEQ. : 60353 08 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. "5' 46/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L�ti" f� Q��,+� design loads be applied to any component. end are for"dry condition"of use. d. 1 4 V It,T' TRANS I D: 406433 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. lJ T' necessary. 'YJ)i"' RPM 6. \„ V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +ll P !.. 6.This design is furnished subject to the enitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII IIII VIII I III VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.DigitsIndicate nicidt size of io 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 .4 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 2x4 KDDF #1&BTR T1, T4 SPACED 24.0" O.C. NOTE:Design assumes moisture content does BC: 2x4 OF #1&BTR; not exceed 19% at time of manufacture. 2x4 KDDF #1&BTR B1 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main winladdingcriteria IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc load duration tactor=1.6, M,M2OHS,M18HS,M16 = MiTek MT series 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 complete specifications. 18-06 18-06 ' f 12-04-10 6-01-06 6-01-06 12-04-10 12 iIM-4x4 12 6.00 D 3 6.00 10 M-3x5(S) M-3x5(S) o co 4 0 o M-3x5(S) 0 M-3x4 M-3x4 ), y 20-00 17-00 y , ), 1-06 37-00 ; y 1-06 JOB NAME : POLYGON PLAN 3-B - C4 , �, o �RQ�( Scale: 0.2219 '`f"/ // ' /0� WARNINGS: GENERAL NOTES,unless otherwise noted: 9n ,7` "jrr 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 92.®P Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 r / ' DATE 8/21/2014 responsibility building g continuous sheathing such as plywood required ing(TC)and/or drywall(BC). ! the overall structure is the res onsibili of the designer. 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 SEQ. : 6035309 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I"' " ,� .�(w design loads be applied to any component. and are for"dry condition"of use. /� -7 y 1 4 .° TRANS I D: 406433 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 P fabrication,handling, necessary. M-`' shipment and installation of components. 7.Design assumes adequate drainage is moulded. -•f 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 - 111111II�1IIIII IIII111111HO1101 III1111v 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. c+ 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 . ilii III IIII LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&BTR 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10.11=(-505) 1434 9. 6=(-469) 379 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6-10=( 0) 189 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1706) 635 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) OVERHANGS: 18.0" 18.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50" 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (tion), (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0,150' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057" @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000" @ 0'- 0,0° Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ, LL DEFL = 0,028" @ 25'- 5,6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046" @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does T ' 1 not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windfarce-resisting 6-09-08 5-ti-08 5-09 0- -08 T '' 18-03-08 T ' system and components and cladding criteria. f f f � f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =1A-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 6.00 EQ 6.00 4 6.00 load duration factor=1.6, Truss designed for wind loads :•••••••••••••••••••e0011°°°°°°°°°°°°°°°#':_ in the plane of the truss only, M-4x6Gable end truss on continuous bearing wall. M 3x5+(s) C-1x2.6 or equal typical at stud verticals, Refer to CompuTrus gable end detail for .. -complete specifications, 0;, M-3x5(5) C.!) M-3x4 rn 3 r+ cd 0 0 o o M-3x4 M-1.5x3 M-3x8 0.25 1t o M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y ) y 1-06 37-00 1-06 ii1/40) PR()FE JOB NAME: POLYGON PLAN 3-B - Cl Scale: 0.1712 w� ' / /Ti °- WARNINGS: GENERAL NOTES,unless otherwise noted: ± i r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 1Incorporation of component is the responsibility of the building designer. ,, 40 2.244 compression web bracing must be installed where shown+, p,Design assumes the top and bottom chords to be laterally braced at .'"' Aide,' 3.Additional temporary bracing to insure stability during construction4I DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.such respectively unless braced throughout their length by tt" p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 �/�OREGON 4/ DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ ,L. '1 & SEQ. : 6035310 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .... k 14 2' .*. fasteners are complete and at no time should any loads greater than 5-Design assumes trusses are to be used in a non-corrosive environment, �I�� ¢+ design beds be applied to any component. and are for"dry condition"of use. '1,1�'y"'h ` TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6'�ecessa assumes full baa ng at all supports shown.Shim or wedge if +l L fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 111111111111111111 VTPIANfCA in BCSI,copies of which w 11 be furnished upon request sgit coincidewith joint In lines. EXPIRES.12131 i2Q1 9.Digits indicatesize off plcIn 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) V 111011101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 76 2.11=(•376) 2333 3.11=( •297) 196 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2738) 534 11.12=(•267) 1959 11. 4=( -45) 563 2x4 KDDF STUD A 3- 4=(-2513) 541 12.13=(-200) 1645 4.12=( -710) 250 LOADING 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( •111) 464 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-4685) 890 13- 7=(-1489) 355 OVERHANGS: 18.0" 18.0" 8- 9=(-4950) 999 7-14=( -360) 2427 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0,311" @ 28'• 8.0" Allowed = 1,804" MAX TL CREEP DEFL = -0.620" @ 28'- 8.0" Allowed = 2,406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" 18-06 MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200' 18-06 7-03-08 5-02-11 5-11-13 �2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'-'- 6.5" NOTE:Design assumes moisture content does 12 12 6,00 M-4x6 Q 6,00 not exceed 19% at time of manufacture. 4"0" Design conforms to main windforce-resisting 5 hf system and components and cladding criteria. M-5X6(5) M-3x4 Wind: 140 mph, h=23.Bft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 3 1''' M-5X8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, Truss designed for wind loads 'a0.25" in the plane of the truss only. \ M-1,5x33 +N + +I + M-1.5x3 "'ee.....' M 14 0 M-6x8 M-3x10 0 oI .. 11 _ 13 '+ v o '�M-3x6 1U"25" M-12 13 3x8 M-5x6 D o M-5x8(S) - 3.00 3.00 c.- 12 12 y y y ), ), y y y 9-05-06 9-00-10 2-03-0$ 7-10-08 , 8-04 y y y1-06y 20-09-08 y 7-10-08 8-04 yi-06y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 Scale: 0.1596 ,� ' PNQ"F,Qs`�fp WARNINGS: GENERAL NOTES,unless otherwise noted: LCf n/ / r + 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' R 72`0 P E t~ Truss: C3 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. 40000,,0001 2.Design assumes the top and bottom chords c be laterallybraced at 3.Additional temporary bracing to Insure stability during construction DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'°. and at 10'o.c.respectively unless braced throughout their length by41.10110.1. DATE: 8/21/2014 responsibilitybuilding 9 continuous sheathing such as plywood sheething(TC)and/or drywalIMC). the overall structure Is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown++ • CC r� 4.No load should be appNed to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. "�' OREGON ({, S E 0 corrosive environment, j y ����( design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406433 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 4 l fabrication,handling,shipment and Installation of components. necessary. A� fi R I\_ S 6.This design is furnished subject to the limitations set forth T.Plates assumes adequatedon oc drainage is provided.truss,and '�`! 1111111 VIII VIII VIII VIII VIII VIII III IIIIby 8 Plates shall be located both faces of placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Nnes. MiTek USA,Inc./CompuTrus puTru5 Software 7.6.6(1 L)-E 1p Fur basicts icicate size connector f plate in inches. late 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 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF )f16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=1.279) 219 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3- 3v( 1121)2184 B - 6=(-218) 931 8- 4= j-244) 469 9 WEBS: 2x4 KDDF STAND LOADING 4. 5=( -839) 188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CConnector plate prefix designators:= Com0'- 0.0' -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M2OHS,MI8HS (16 = MiTek prefix) = riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALI M,M20HS,M18HS,M16 = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50' 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200' MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5' Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061' @ 3'- 11.4" Allowed = 0.514' MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0' 8-08-12 8-08-12 1' ,r NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. T '( '1 T 'I Design conforms to main windforce-resisting 1212 system and components and cladding criteria. HM-4X4 a 6.00 6.00 / Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4"0" (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 4 ..,t-21 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 M-1.5x3 M-1.5x3 CO CO O O M-3x4 M-3x8 M-3x4 0 y y 1- 8-08-12 8-08-12 ), 1, 1, 1, 1-06 17-05-08 1-06 �p,0Q PRQp �,s JOB NAME : POLYGON PLAN 3-B - D2 Scale: 0.3117 WARNINGS: GENERAL NOTES,unless otherwise noted: «a +�3r fJ 17 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 Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. r' 3.Additional temporarybrad to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 14 n9 ty 9 2'o.c.and at 10'o.c,respectively unless braced throughout their length by rrr .: ipplr DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M � OREGON �(U TRANS I D: 406433 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 603 5312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a noncorrosive environment, �L/ 4/q�, 14 �(�N 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. © R t e...necessary. 6.Design assumes full bearing at all supports shown.Shim or wedge if \- [. C t„ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ines coincide IIIIII II II VIII VIII VIII I III VIII IIII IIII MfTPI/WTCA e SAnIDCJCompuT US I,copies of which Softw ofurnished 7.6 6(1 L)E request. 0.IFF r bath joint center lines. 9.Digits sic connector plze of alate In inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5,5" 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7,0) ON TOP CHORD = 32,0 PSF Design conforms to main d claddingresisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10,0 PSF system and components and cladding criteria, C,CN,CI8,CN18 (or no prefix) = CampuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21,4ft, TCDL=4.2,BCOL=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 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 T T 12 6.00 1:7- 11M-4x4 12 - 1 6,00 CO O/— 4 CO O O� V / ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////// / O 0 1 O M-3x4 M-3x4 Jr 1-06 y 17-05-08 y 1-06 y JOB NAME : POLYGON PLAN 3-B - D1 � �, � PRQF fir,s Scale: 0,4363 ��� GIN /0 1 WARNINGS: GENERAL NOTES,unless otherwise noted -Lrnf1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `72®.F E { Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the rasponsibiSty of the building designer. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ',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 Impact sheathing such las b plywood sheathing(TC)and/or drywall BC. " '. 40 DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 i1 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. ^5t OREGON SEQ. : 6035313 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.• 'V y nth ,s TRANS I D• 406433 design loads be applied to any component. and are for"dry condition"of use. '''.0 n • 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 ` tv4 fabrication,handling,shipment and installation of components. necessary. !1, 6.This design Is furnished subject to the limitations set forth 8.Design assumes adequatedodrainage iso provided. ,�` b t f `„ V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center !3 15 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CampuTrus Software 7.6.6(1 L)-E 10. ate in inches. FForits basic connectorcate size oplaf te 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 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7-8=( -99) 146 7.2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-282) 108 8.5=(-129) 497 2.8=(-100) 351 WEBS: 2x4 KDDF STAND 3.4=(-320) 106 8.3=( 0) 143 LOADING 4-5=(-622) 171 8.4=(-314) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0,76 KODF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5,50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" f 2-09-04 T 8-08-12 MAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150' T MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200" 0-05-08 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" 1212 MAX HORIZ. LL DEFL = 0,004" @ 11'- 0.5" 6.00 Q 6.00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" NOTE:Design assumes moisture content does not exceed 19V at time of manufacture. HM-4x4 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 ,( �3\ Wind: 140 mph, h=21.4ft,s), EEnclosed, .2,BCDL=6,0, ASCE 7-10, (All Heights), Eosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 3x440001.111100p. Truss designed for wind loads in the plane of the truss only. / �� M-1.5x3 4 iiii v. u7 co O co co O { fid 0. O M-1.5x3•' M-3x8 M-3x4 o y ), 2-09-04 8-08-12 ), J, J, 11-06 1-06 g?° ° Fest, JOB NAME : POLYGON PLAN 3-B - D3 Scale: 0.3840 /z�/ fdIt WARNINGS: GENERAL NOTES,unless otherwise noted: ! `P f"` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: D3 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 responsibibty of the building designer. .^^ 3.Additional temporary bracingto Insure stabil during construction 2.Design assumes the top and bottom chords to be lateraly braced at 45000$10P po rY b 9 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by .,fir, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ nRra }N ((� tri 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. SEQ. : 6035314 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, Lin Y i (�N TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If V 5.CompuTrus has no control over and assumes no responsibility for the necessary. t�y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 7"1 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center I 111111 VIII III (III IIIIIIIIIIIIII 1111 (III TTekU A in BCSI,copies of which will be furnished upon request. y (Digits Indicate size ines coincide with of plate Inint rinches. c 7 n MITekUSA,InC./CompuTruoSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986pATel() EXPIRES:12/31/2015 s 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF i11&BTR LOAD DURATION INCREASE = 1.15 q BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C, 2-3=(-66) 115 2-4 =(0 ) 0 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -20/ 43V 0/ OH 1.50° 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'• 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11,2' MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. '' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. Q 0 Nr 0 o� /11111111111112 � 4110 � M-3x4 ,1 y y 1-06 2-00 [PROVIDE FULL BEARING;Itc•2 4 3j JOB NAME : POLYGON PLAN 3-B - El Scale: 0,9632 �c�� f N ape. WARNINGS: GENERAL NOTES,unless otherwise noted: tCr 7r�.OPE C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �' .92.OPE OPE C~ Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14 continuous sheathing such as plywood sheathing(TC)and/or drywall C. ,..DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) tr SEQ. : 60353154.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 k fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, L.. .\'''.4, .\'''. , TRANS I D: 406433 design loads be applied to any component, and are for"dry condition"of use. /� �. 1 4 2 �,� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. nesessary. � � y f 7.Design assumes adequate drainage Isrun,provided. f fr 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 I IIIIII I II VIII III IIIIII III IIII IIII IIIITPINYTCA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015