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Plans (38) S7—)"°/6— (CIe-/L/ mems —l 7ti/ SSiv S4t4✓%v15 mi MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92 UP Fax 916/676-1909 5D 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:R41832552 thru R41832567 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0 OF Cs ` 41 s(5> w `r 222PE1 -f (1) y 'oj, OREGON c1) 4N siyAER ,O Clot, A. Heck— EXPIRES: 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 ANSI/TPI 1. ....... lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92 UP Fax 916/676-1909 5D 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:R41832552 thru R41832567 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 01ONIO It ,p, © ,i 0JASif; `rV F, K., O r'l x N 449639 w� Yfi,''LISTER , s`` *I April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5D PL14-92_UP F01 Floor 6 1 R41832552 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:14 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-ZUAMIRGH36RsRkXU127EmMisJ1 UWN695C9Z_I5zOQSl 280 I 1 2-2-9 11 1-2-0 1 I 2-4-11 1 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 6 • o _ o o _ No / \ / O O' O N 1♦ 13 12 11 10 V 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 9-11-9 10r1r1 111-3-1 1 16-4-12 9-11-9 0-t.8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): r10:0-1-8,Edgel,F11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. j"cONIO�� TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 QJ BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 Ocj 0 1A.Cr,, P. WEBS 6-10=-316/0, O 2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 ,Stc• � � � �b NOTES 1 'T. �,, O, 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. l 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fr 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„�y .4, 49639 , be attached to walls at their outer ends or restrained by other means. 0A MISTER -%'-v `l LOAD CASE(S) Standard L GS- c¢Ep PROp � kr 17 4 870 2PE ry -7��A. OREGO ti°„W, 9�, �M$ R \A °s A. HE¢�P EXPIRES:00/2015 April 22,2014 i ®WARN% -Verify design parameters and READ NOTES ON MIS AND INtaUDEDMI7EKREFERENCE PAGE NH-7473rev.I/29/2014DEFORM 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 responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/1Pit QualIy Cdferia,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 pane(SP(lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 50 R41832553 PL14-92 UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:15 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-1 gkkynGvgPZj3u6gbleTJZFOdRg06Y7ERpIYHXzOQSk I 2-6-0 I 2-5-1 I 1-2-0 1 1 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 O N N o e e e e �e 1 12 11 10 1H9S 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10-1,131, 119 15-0-3 10-2-1 -8 0-7-0 0-7-0 atm Plate Offsets(X,Y): r10:0-1-8,Edael,F11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �y�ONIo �F TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 Q$ av;WAS WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 tJ <w '''G,,4 iFT 4-It'NOTES ' O/, C� 1)Unbalanced floor live loads have been considered for this design. I N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •ti 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ^r be attached to walls at their outer ends or restrained by other means. + 49639 w� 24, '&0ISTER '' LOAD CASE(S) Standard .4 G -TONAL V. s p R of <� GFOs /r_ � 4) 0�' � 87022PE • "'C.'.r / N � N y SAT OREGON cid ,UN 'AO ct`tij$ER '\\ � EXPIRES:00/2015 April 22,2014 ®WARNING-Verify design parameters and READ M)TES ON THIS AM)INCLUDED MITER REFERENCE PAGE MII-1473 rex 1/29/2014 BEFORE 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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 tf Southern Pine 1SP}lumber is specified,the design values are those effective 06/01/2019 by AtSC Job Truss 'Truss Type Qty Ply 5D R41832554 PL14-92_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-Vt16A7HXbjhah2hs9T9imoBrrAWr_QOfT25pzzOQSj 1 1-0-0 1 1 1-1-11 ii 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 o - 0 0 O - o o -® o e 1 e 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 I 14-1-11 114-8-111 1 19-1-4 I 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): f14:0-1-8,Edge),f19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. tONIO TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, �� 8-9=-3752/0,9-10=-3752/0,10-11=-3733/0,11-12=3733/0,12-13=-3416/0, 0% OV VWASxr,. r 13-14=-3416/0,14-15=-2622/0,15-16=-2622/0 • `v1t BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, tJ ��w A, Gl 20-21=0/2622,19-20=0/2622,18-19=0/1831 4 ' ,c tfi WEBS 14-20=-328/0,15-19=-541/0,2-27=-1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, N 6-25=-585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, i► 13-21=-328/0,14-21=0/1085 / 'f `4 LC- 49639 NOTES (3 ��G`1STEt- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. S'Sj .- 3)Refer to girder(s)for truss to truss connections. UIYAL,, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I 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. ��_vo p R Ore LOAD CASE(S) Standard �,,`GJ NG(N�F9 /02 k 870 2PE •� 7 A3 i, OREGO ti rtlid 0 i1•�$ER 11 o`s A He?, EXPIRES:06/30/2015 April 22,2014 t ®WARNING-Verity design parameters and READ N'07ES ON MS AND INCLUDED MIIEK REFERENCE PAGE NII-7473 rex 1129/2014 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPil Quality Criteria,DSC-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{SP}lumber is specified,the design values are those effective 06/01/2015 by ALSL Job Truss Truss Type Qty Ply 5D R41832555 PL14-92_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-RFPtboJn71<xlwMrFGuBAxCnNegZJglg7mXCuszOQSh 1 1-3-0 1 11-1-1 II 1-2-0 II 2-4-15 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4— 3x4 — 3x4— 4x4— 3x6 FP— 3x8— 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 NI i, \ e / N a, N O r.,N afa ' e, No B ® m e TN 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB- 15-7-9 I 14-5-95-0-9 20-9-8 I 14-5-9 7-0 6-7-0 I 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edoel.118:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0rONIo TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, & Q5 WASj1, 13-14=-3519/0,14-15=-3519/0 Vi. W BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, � �� d 19-20=0/3519,18-19=0/3519,17-18=0/1990 `' �2'. - WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 1 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 '/ NOTES i0 4, 496394 1)Unbalanced floor live loads have been considered for this design. �•� GISTEg 2)All plates are 1.5x3 MT20 unless otherwise indicated. S'SI0NALE�G 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I 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. (�Q`c) P R OFFS LOAD CASES) Standard 4oN ENGINEER s/02" 870 2PE c 11v y �'Oi, GREG•N rye Off/ 90 € 8ER 'N1 Os A. HE¢�P EXPIRES:Q6,130/2015 April 22,2014 e t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Pffl-7413 rex 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ild .. 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 MiT2k" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 tf Southern Pine(SP}lumber is specified,the design values are those effective 06/01/2013 tty ALSL Job Truss Truss Type Qty Ply 5D R41832556 PL14-92_UP F06 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 15:40:18 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-RFPtboJn7KxIwMrFGuBAxCtdCeyJ15g7mXCuszOQSh I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 I P F I IYITI 0 N ' "� r•J 5 M 4 3x4= 3x4= 0-1-81 4-1-0 I 1-8 3-11-8 LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. .;, Ox WS,cj,, `WG 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. fit. �� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q- t , a d 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 ''' �1, I be attached to walls at their outer ends or restrained by other means. . \ LOAD CASE(S) StandardVT ` Of, �, 49639 , * s-IONALV�Gl (c¢Ep PROFEF� SS ,,c ��yG I N ,c,:, /0 2 ' 87022PE • f / U' - ''-\' NI y �Aj, OREGON (19 „..,4 1./ AMBER 0 ..[// OS4. HET' EXPIRES:00/2015 April 22,2014 t l ®WARNING-Verify design parameter and READ NO7E5ON MIS AND INCLUDED MITER REFERENCE PAGE N11-7473 rex 2/29/2014 BEFORE 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 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 ANSIAPIt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Taus Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by AtSC Job Truss Truss Type Qty Ply 50 R41832557 PL14-92_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 15:40:19 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 012 10-7-7 1 2-6-0 I 1 1-2-0 1 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x6 1 2 3 4 5 6 7 8 9 10 e e 'i e _scl \ i —111111411%1404444440. o O .. o r e ' e . o o o ��ee 17 15 14 13 12 YP 3x4 I I 3x6 = 3x8= 3x6= 1.5x3 I I 4x4= 3x4= 1-0-4 1 0-10-12 1 1 t6-5-4 I 0-10-12 15-5-0 0-1-8 Plate Offsets(X,Y): 17:0-1-8,Edciel,112:0-1-8,Edge1,117:Edne,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WO 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) 13NIO FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=-1662/0,4-5=-1662/0,5-6=-2516/0,6-7=-2516/0, 0% d' VASI1r4_ 7-8=-1811/0,8-9=-1811/0 {J �� 9,),BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, rqs 4"' 9v. - 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 NOTES 7fr. 1)Unbalanced floor live loads have been considered for this design. 49639 k/ 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. Q� �4'GIST0� 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 �SjNAL—�� be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 11-11 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. PR 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "<CXNCo N � F 619. LOAD CASE(S) Standard �� R ?/�, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 870 2PE Uniform Loads(plf) Vert:11-17=-8,1-10=-80 Concentrated Loads(Ib) Vert:1=-304(F) Ncid, - �"l' OREGO RQ1 •A0 `s/1BER 1\ °Sk HE ' EXPIRES:00/2015 April 22,2014 t i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII-1473 rev.1/21/2014 BEFORE 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Mil 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 fSPI lumber is specked,the design values are those effective 06/O1/31113 by ALSO Job Truss Truss Type Qty Ply 5D R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:20 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40JykzOQSf I 2-6-0 1 0-5-10 1 1 1-2-0 11 1-414 1 Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 o 0 0 0 00 N N e e e e 1cXX e e 9 8 3x4= 3x4—3x4= 3x4= I 3-1-2 3--103-9-10 1 4-4-10 416- 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edae1,19:0-1-8,Edae1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0ONIO i.I4.: TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 oC' o'v WASt WEBS 2-10=-736/0,2-9=-37/269,5-7-718/0 {, ��S{ di,, , o?� NOTES c,/ 1, 11 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. , 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 "d 49639 4, be attached to walls at their outer ends or restrained by other means. O� � iSTEIt� LOAD CASE(S) Standard ' `S'SIONAL t cc 0 PR0Fe <c�� (c, NEER /g2� 87022PE c' -g• INA ti -y 4j, OREG•N c?�/ 9b €tilgER ' b`' A, HEP EXP.I RES:06/30/201'5 April 22,2014 4 ®WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MIIEJ REFERENCE PAGE FfII-T413 rex I/29/2014 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/1'11 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 tf Southern Pine(SP1:Iumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5D R41832559 PL14-92_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-rq5?DgLgQFKtnpZgxOItYqV7RsOHWNn7pklsUBzOQSe 1 2-6-0 I 0-5-6 1 I 1-2-0I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I o 0 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 X21 3-9-6 4-4-6 1 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edael,f8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'TONj0 N. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 0% 01WASFt WEBS 2-9=-456/0,4-6=-424/0 (j ,S�' G Q rr, d NOTES (rt'' �1 to 1)Unbalanced floor live loads have been considered for this design. I 2)Refer to girder(s)for truss to truss connections. R 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. r e` if 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .0 49639 �� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O� X4'6 be attached to walls at their outer ends or restrained by other means. ,'C LOAD CASE(S) Standard �c�0p PR,OFF" GINE SIS co 2 87022PE y 4>, OREGO 4•P 0<v 90 `AMBER \h EXPIRES:0 / 0/2015 April 22,2014 f l WARNING-Verify design parameters and READ MITES ON IVIS AND INCLUDED MITEK REFERENCE PAGE M17.7413 rex I/29/2014 DEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP}lumber is specked,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5D R41832560 PL14-92 UP F10 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 15:40:22 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-K1fOQAMIAZSkPz80VjG6522FQFHaFeKG2OVP1 dzOQSd 1 1-10-12 11 1-9-11 ii 2-6-0 I I 1-2-0 1 1 1-0-5 1 Scale=1:29.4 1.5x3 I I 4x10= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 • o • '/moi \ _ o .. o .. • o / ` o N 000A .- 1W' O O a 6 : e 16 5 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 I 16-10-12 2-1-12 14-9-0 Plate Offsets(X,Y): f6:0-1-8,Edaef,f11:0-1-8,Edgel,I16:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress!nor YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) S"tONIO t FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. GOcO e�•1a WAS—.', AS `'fi , TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5-6=-1534/0,6-7=-1423/0,7-8=-1423/0 N BOT CHORD 15-16=1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 'S. Ol d 10-11=0/1085 �" O WEBS 7-11=-257/0,2-15=-1613/0,2-16=0/1711,5-13=-252/0,4-13=0/701,4-14=-1231/0, N 2-14=0/1449,8-10=-1171/0,8-11=0/549 tok NOTES VdP 49639 Wt 1)Unbalanced floor live loads have been considered for this design. or' ` GIST 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. t4.'4.'SIONAL � S 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �`�¢,o P R OFe LOAD CASE(S) Standard ,C.D. 04GINEF� /p2 ' 870 2PE y cV N�'Oj, OREGO ti Q4N 9O `�' $ER1� On A. H.-cw EXPIRES:00/2015 April 22,2014 6 1 ®WARMhG-Verify design g paramete nand READ NOTES ON MIS AM)INCLUDED MI/EKRfREFERENCE PAGE MIb7473 2 41/19/2014 BEFORE USE MINIM. 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 fa is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fill Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Puce(SP1 lumber is specified,the desrgn values are chose effective 06/01/2013 by ALS( Job Truss Truss Type Qty Ply 5D R41832561 PL14-92 UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYoDDmeVVNwxtabl7jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc 2-6-0 1 0-5-10 1 I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 1 e e e __‘ a o N N / ee 1ty�/ 9 8 3x4= \ 3x4= 3x4= 3x4= I 3-1-2 31-10 3-310 1 4-4-10 418-R 8-8-8 I 3-1-2 0-1-h 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edoel,f9:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 1 Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �y"tONIO k TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 & 01 WASR,- WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 CG 4' �N1 Q, �p d NOTES ,A *:, `� f:� 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. I \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. / r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "df} 49639 ' be attached to walls at their outer ends or restrained by other means. 040 ISTES- 0 LOAD CASE(S) Standard �,p—ZONAL 140‘ -1:yr. _PROP w INE0.0 F'V /"2q 87022PE r' N y �Aj, OREG N q9 Off/ ER ° ' A. i- EXPIRES:030/2015 April 22,2014 _ t ®WARNING-Verify design parameters and READ NOTES ON THIS AM)INCLUDED MITER REFERENCE PAGE MII-7473 rein 1/29/2814 BEFORE 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 responsibility of the Mask' 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/SPII Qualify 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(SP}Walther is specified,the design values are those effective 06/01/2015 by ALS[ Job Truss Truss Type Qty Ply 5D R41832562 PL14-92_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-oDDmeWNwxtab17jC3RnLeFaOwfYW AJQG2EzZ3zOOSc 24r0 1 2-3-5 ii 1-2-0 11 2-4-11 1 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 H 1.5x3 11 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 e o o o o/ \! _\N / e N e ° e 1QB12 1e 10 V 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5S I 10-0-5 10-1 13 113 16-5-8 10h5 0-1-8 130 7-0 I I 5-0-3I 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edael,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "cONIO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 4 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 0% 0vWrAS.t.m WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 Cl �� G� NOTES !tib :, �O Si 1)Unbalanced floor live loads have been considered for this design. `, 2r N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. i4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. JI 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 be attached to walls at their outer ends or restrained by other means. "A 4, G.49639 tt' LOAD CASE(S) Standard tsS' � SjC1IVA.. '(‹-4,Efl PRo1 1c,,.'/ .: �tJGi NEFR /° 2 8 12PE /" UNy i , is„/A2>, OREGO q, � 'A1 .bM$ER \ P�` k HER\-\ EXPIRES:06/30/2015 April 22,2014 B • ®WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE rd11-1413 re a 1/29/2014 BEFORE USE s 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi lekx 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/OPt 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 It Southern Pine(SP}lumber is speediest,the design values are those effetUve 08/01/2013 byALSC Job Truss Truss Type Qty Ply 5D R41832563 PL14-92 UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:24 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-GPn8rsNYiAiSeHIPd8IaAT7Xn3vFjbjZVi_W5VzOQSb 2-6.0 I 1 1-1-11 II 1-2-0 II 1-2-5 1 Scale=1:33.8 1.5x3 II 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 ___INo !".. 2 io oNi B ri"1- 15 14 13 12 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 14-0-3 14-11I1 115-3-iii I 19-3-0 I I 14-0-3 0-i-SI 0-7-0 3-0-13 0-7-0 0-1-8 Plate Offsets(X,Y): 112:0-1-8,Edael,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 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 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. } ONIO TOP CHORD 2-3=-3066/0,3-4=-3066/0,4-5=-3885/0,5-6=-3885/0,6-7=2736/0,7-8=2736/0,8-9=-2736/0 cj Q•1 ylAs BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 0 o, WEBS 7-13=0/459,8-12=585/0,2-16=-1962/0,2-15=0/1347,4-15=-723/0,6-14=0/583,6-13=-940/0,9-11=-1985/0, t! ,S' •G I 9-12=0/1209 I AQ' — 'Q� N rd 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)11. 4' r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4,r�i *, 49639 w� 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..i.ST C'' .F{a be attached to walls at their outer ends or restrained by other means. �S SSIOTALE�� LOAD CASE(S) Standard >niF ,k( c PROP CSA N.. GINE � ,o2r. 8 IM 2 P E ycn / I\ �Aj, OF EGO qc c,41./-Y0 �M&ER '\'‘ Os N.‘sis EXPIRES:06130/2015 April 22,2014 i _ e ND maim/417M ®WARNING-Verify design parameters and READ NOTES ON IRIS AREFERENCE PAGE P11.7473 roe 1/29/2014 B£FOREUSE . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" 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/SPIt Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available IfSouuthe n Pine(SP}lumber isoPlate spepeccified,theInstitute,781 design values are those effective 06/01/2015 by ALSLl4 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5D R41832564 PL14-92_UP F14 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 15:40:25 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgfleTHOS7RikMj3eyzOQSa 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 1 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 3x4= 7 e o .� . o ® e 0 N e o e I. e 1.E 11 10 9 8. " 3x4= 3x5= 3x4= 1.5x3 H 3x4= I 8-2-9 1 8-9-9 19-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edgel,110:0-1-8,Edoe) LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress!nor YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TONIO TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 �� 40, BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 SWAS. WGEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 ./ di.��w4vyC . NOTES /... k.. 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. -,, if 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 `'dam' be attached to walls at their outer ends or restrained by other means. 'F0 ,Q 49639 LOAD CASE(S) Standard �iS G� ��E _PRDFFss 4.44 '3' �NIGINFFR /p 87022PE �' -7 cn >" 4) OREGON ti? AH '¢O cc/1113 11 �a R 0( Al, HER�P EXPIRES:000/2015 April 22,2014 rl WARNING-Verity design parameters and READ MOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rex 4/29/2014 BEFORE USE 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 fo insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII 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 Hei H Southern Pine(SP{lumber is specified,the design values are those effective 06/01/2013 by AES{ ghts,CA,95610 Job Truss Truss Type Qty Ply 5D R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-kbKW3COATUqJGRtbAsppjgfhITGkS57ikMj3eyzOQSa I 2-6-0I I 2-0-15 I I 1-2-0 1?-41 Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 0 0 0 N ee 6,\‘‘, 00111111.11111.1111111.1.1111.11.11.111—IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII —11111111111111141111111111111111.11111111* —/ . e ee 13 12 11 10 3x4 = 3x6= 3x4= 4x4= 3x4= 10-6-7 11-2-15 I 9315 9-1117 111-1-7 1 1 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,EdoeL f11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Ina YES WB 0.48 Horz(TL) 0.03 9 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 (ib/size) 13=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10NIo TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 OGj Q ASIIr, Y BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 W WEBS 6-10=-744/0,2-13=1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0,7-10=0/948 (! ,c(4 I G' NOTES 0� — 1)Unbalanced floor live loads have been considered for this design. ': N 2)Refer to girder(s)for truss to truss connections. ) 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. r�7 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. wP4963�k/ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q OI r ' �. be attached to walls at their outer ends or restrained by other means. STOMAL �� LOAD CASE(S) Standard C, J P R.OFe ; OfNF 6\ � - -?'� r87022PE / cn „vti - �-< OREGON 19O.0 'pO �M�8ER 1\ On A. HEr' EXPIRES:0 0/2015 April 22,2014 t l WARNING-Verify design parameters and READ NOM ON THIS AND INCLUDED 14170K REFERENCE PAGE 1411-7413 rau I/29/2114 8£IDR£US£ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek"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/Mil Quality Criteria,DSB-89 and BC51 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 IlSouthern Pine(SP}lumber is specified,the design values ase those effective 06/01/2015 by ALSC I Job Truss Truss Type Qty Ply 5D R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference(oationall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuC?ftj_BenszOTdAOzOQSZ I 1-4-12 I 1-4-0 1 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 • 0 N - r 1 4. A i 5 4 3x4= 3x4= 1 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 }T{�,NIQ 49,- -4.40, NOTES �S eJQv,WASjri, Ir 1)Refer to girder(s)for truss to truss connections. W 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P!1. �J QST , G,A d 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks toC.i VI co be attached to walls at their outer ends or restrained by other means. -, N 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. to The design/selection of such connection device(s)is the responsibility of others. ,-4.1/ 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). K1.1 �,�4 639 w� LOAD CASE(S) Standard 0sb � (STEW . 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��4.0NALE G‘ Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) 'ti20 PRpF�ss ��N v. 1NEFR /0 2 87022PE r cn „v 7 '0j, OREG•N ti� AH � S A. HEp,�P EXPIRES:00/2015 April 22,2014 e f WARNING-Verity design parameters and READ NOIRE ON IVIS AND INCLUDED MITER REFERENCE PAGE MIF-7473 tee 1/29/2014 BEFORE USE s.. Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Sufic 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SN)lumber is specified,the design values are those effective 06/01/0013 by ALSO Job Truss Truss Type Qty Ply 50 R41832567 PL14-92_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ I 1-6-0 1-5-10 I I 1-2-0 I I 1-4-14 2-6-0 I Scale:3/4"=1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0 0 0 , N N e e 1tXX e e : 9 8 3x4= / \ 3x4= 3x4= 3x4= I 3-2-10 l 3-9-10 1 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edael,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _,10NIQ TOP CHORD 2-11=-926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 Q,�` 4.416 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 0% Off;WASN,, WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 G ��w 9 1 1 "1 NOTES ,in�':, O� tt 1)Unbalanced floor live loads have been considered for this design. 1 N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. ,r` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /7f 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 1,1S be attached to walls at their outer ends or restrained by other means. It ��4639 �CW 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. �4. �+ISTER 0y The design/selection of such connection device(s)is the responsibility of others. 5.. ti� 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). L F71 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ti��ID PR ope Uniform Loads �� C,i1N s�2q Vert:7-10=-8,1-6=-80 \� N. ri Q Concentrated Loads(Ib) 87022PE Vert:11=169(B) Cl N y �ATOREGO tip AO OS A. H- EXPIRES:06/30/2015 April 22,2014 f e ®!YARNING-Verity design parameters and READ M77ES ON THIS AND INCLUDED MITEN REFERENCE PAGE 1411-7413 rev.1/29/2014 BEFORE USE !w. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` 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 Qualify Criteria,DSB-89 and SCSI Banding 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(SP)lumber is specked,the design values are those effective 05/01/2013 by ALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. lisik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0.1/T 6' INIMEI2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I p bracing should be considered. O r 1, O Ai 6 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. P O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '8 ce-� cs-6 , designer,erection supervisor,property owner and plates 0 ''U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 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. �i Indicated by symbol shown and/or by text in the bracing section of the by AwC in the 2005/2012 NDS SP approved/new ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ...."- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint / ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. I Min size shown is for crushing only. —I!VIII , 18.Use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all reps? Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. and pictures)beforertionsof use.this design Reviewing(front,picturesback,alone words is not sufficient. BCSI: Building Component Safety Information, I1I ITe k ' 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 ❑X CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT ❑REVISIONS NOTED CONCEPT WITH NON-CONFORMING—REVISE&RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH Ei , ,NI",HAS BEEN AEVIE.D FOR GENEH�L CIF"PNA,�E 40'0 REVISIONS AS SHOWN THIS ,IBM OR R DNSI AND DOES RNOTIO REEVE TME ❑ NON-CONFORMIP G-REVISE AND RESUBMIT CTi ORNENCOR OF Pi ON, AN FOR Cti.NFOP.NANf.E WRH DESIGN RAVINGS,SPEC1,1,0,AND APPLKABLE CODES,ALL OF WHCH W., PRICRRY WER NIS SHL DRu/ANG By Alexia Fukui Dale 9/22/14 THIS SHOP DRAWING HAS BEEP REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ON,Y M�$NOT RELIEVE THE M I L B R A N D T A R C H I T E(T S FABRICATORIVENDOR OF RESPONSIBILiVI1R CONFORMANCE WITH THE DESIGN 0•,,NGS_LCL•SPECIFICATIONS ALL OF WHICH HAVE PRIORITY CR1 - , OVER THIN.OP,; ,ING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. i .f W' By: T'"'•. i Date:September 19,2014 i f,_,0 IG INC-- CAI 11. 1W CJ1 1. V r r, ■' Ca Pr CJ3hh 4 ® CJs 8:,2 a. CJe c �: _ CP / / . CJ8 CJ10__ ZJ10 CJI$ CJ CJ'1 in El g \ 0:12 CJT 1C 12 all) 1 12 0) 8:12 CJ5 4o:, MK 15 (3) CJ CJ Hot ,z ,S14411'?1 r. °: 1_ s CJ18 i 1 T. . . • /6,km,. . .T....„ __7„. .,,..„. _,_.,A • /' 11 'll _ _ VI. .. @ 1cal4010 I- GARAGE RIGHT 11%8'111=71/Y ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT NLY.REFER TO TRUSS CA COULATIONS AND '. ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1:ODRAWINGSNF FOR NGINEE ALL FURTHER A umber INFORMATION.BUILDING PLAN 5-D COFFER INFORMATION. FORINEER OF RECORD RESPONSIBLE ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEERREVIEW AND APPROVE OF RECORD TO & TRUSSCOMPANY 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. El CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGNCONCEPT WITH ® CONFORMS TO DESIGN CONCEPT REVISIONS NOTED 0 NON-CONFORMING—REVISE&RESUBMIT 0 CONFORMS TO DESIGN CONCEPT WITH _s E„ 401-0" REVISIONS AS SHOWN FASMATORAVWPOFRESPONSERFVFORLOo� ��E,-..,,,, °°` E ❑ NON CONFO IMG REVISE AND RESUBMIT ,,,o,,,.,-..,,,,m ev ry Alexia Fukui Dale 9/22/14 THIS SHOP DRAWING HAS EN REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS WITH THE DESIGN CONCEP ONLY AND DOES NOT RELIEVE THE ---T—a— Ohl FABRICATOR/VENDOR OF A PONSIBILITY FOR CONFORMANCE'WITH THE O 3 DESIG ''AWINjM AND SPECIFI ONS ALL OF WHICH HAVE PRIORITY OVER SHS- RAVING. CTOA SHALL VERIFY ALL DIMENSIONS. ' 0 0 B : F dd' atop Date:September 19,2014 I T .I EER;/ G INC CJ1 L ! 1 1 A CJ1 Vra CJ2 __ ,I� ' :- � _CJ2C CJ3 _-EIL '�IFAAN._CJ3C cbc CZ _ IL ' ' , : 5 . CJ6 ` 6:12 r 1Again CJ7 .- CJ7C -- : � _ CJ8 • CJ9 -- 1 I 1 1 � - CJ9 CJ10 __. -` " - CJ10 _ CJ11 ;l.. CD CJ10 __ _ _ CJ10 9 ED CJ9 - s _ - CJ9 -`1. 0 CJ8 _ �� q _ :�_ 10:1:' V 9 1 CJ7 __. V I I _ CJ6 __ 6:12 ; 10:12 CJ5 _NW 1 1 CJ12 (5) MEM 111� _�- CJ13 CJ15 041 � I0:1' ,__ CJ14 CJ16 __. HGUS26-40101 Ii� I' HGUs s . CJ17 N1 I 10; 12� • . Malian\ .'-:-''' '...4i AmmoorNiillim / ,r i 1,- 11 1 I V I 1 i Er ihti,en p� t ...NI!1...,, F • 7^� 1 GARAGE LEFT °� p9'-81/2• 11'-7 1/2" I 11'-8" _ BERING WALL -I 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGNGINEE ALL ECFURTHER Peat fi um� r PLAN 5-D COFFER INFORMATION.BUILDING DESIGNEFUENGINEER OF RECORD �USS '._ PLAN: DRAWN BY:JP REVISION-2: TO TRRESPUSS CONNECBLE FOR TIONS.BUILDING 14 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO 0 TRUSS COMPANY REVIEW ANDDAPPROVE O 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. 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). N.l C}Ij , r Pr Gthit: ref{� � x r 11 c-1,\.„: 314,b te ' A.JCf' r, = ,,ch 'fi )/61/1//,,, o- EXPIRES6130111:, 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07.08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10-11=(-2326) 10538 4-10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12-13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5" V 6-13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,001" @ -1'- 0,0" Allowed = 0,100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8" Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178° @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015' @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033' @ 11'- 2.0° 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does T T T not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting 21.30# 21.30# 12 system and components and cladding criteria. 12 10,00 7 N10.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. ,Y M-3x8 M-4x10 M-3x8 4 5 i- / \i -1\...„...„,„„„:11111... NM5xb0 o _w_ - ins _ •v� I r I �o '▪� - 9 10 11 12 13 78 o ' M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 y y y y43584# y y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y ), 1, 1-00 11-07-08 JOB NAME : POLYGON PLAN 5-D NH - AH1 Scale: 0.4231 �\C3 ' GIN�e.. Wo WARNINGS: GENERAL NOTES,unless otherwise noted: •l /5/1( 2'9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� Sln� P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). It DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y v,/ SEQ. : 6051299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� '1?�7 t I naN A. design loads be applied to any component. and are for"dry condition"of use. Q r y 4° [- ty TRANS I D: 407540 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 �I C- fabrication,handling,shipment and installation of components. necessary. `✓ . t P 7.Design assumes adequate drainage is provided. R R 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I III IIIII IIIII IIIII III I IIIII IIII IIIITPI WfCA in BCSI,copies of which will be furnished upon request. linesscoincide with joint center li lines. 9.Dies idsize of plateinches. nes. 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 10101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2° -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7° -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Osf) 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1° Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -v system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 O N C7/ O 0�4IIIII ► f M-3x4 1. y 1, 1-00 2-00 1PROVIDE FULL BEARING;Jts:2,4 3I JOB NAME : POLYGON PLAN 5-D NH - AJ1 ��Q,ED PROR.FFs° Scale: 0.6772 0. � /5// / �Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7� 07' '9�„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92/S PE. Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper /J/ 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/rr� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood ....06111•0`.- sheathing(TC)where sown-I drywall(BC). n+ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � �a li 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7OREGON SEQ. : 6051300 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. �� a�FX �� design loads be applied to any component. and are for"dry condition"of use. O / 14 2 �-1- sTRAN S I D: 407540 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 nesign rY. MFR R 1 L.,' 6. 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 1111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide withizjointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 eae(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 DO) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 -/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 V MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9° MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9' 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. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=l.6, co Truss designed for wind loads in the plane of the truss only. M/- O o� ► 4110-=.1.1111 M-3x4 y .1 y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - AJ2 ., t. FFss Scale: 0.6371 �,:::,411 /2 � /5// WARNINGS: GENERAL NOTES,unless otherwise noted: �� "7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 2•I P E Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper /l/ 2.204 compression web bracing must be installed where shown+, Al 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /;�`.` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l' C/� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Tf A-OREGON � ^V SE Q. : 6051301 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, �+� 2lQ design loads be applied to any component. and are for"dry condition"of use. Q y 14, 2O� P4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if T_ necessary. Mf fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R I�„ 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ 1111111 I1111 VIII 1111111110111 II I II III TPINJfCA in BCSI,copies of which will be furnished upon request. Digitsgit coincide with jointanr lines. 9.linesindicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-138) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -, MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 12 ) MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 10.00 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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IE, load duration factor=1.6, cm Truss designed for wind loads o in the plane of the truss only. Lt co r, v o� -/ o �� 4►� 1 M-3x4 1-00 2-00 3-08-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - AJ3 ��ED PRpFFss Scale: 0.5270 �� 7/5//r /Q WARNINGS: GENERAL NOTES,unless otherwise noted: ��CI -17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'S 92,/P E Truss: AJ 3 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywooddrywall(BC). DATE 9/5/2014 responsibilitybuilding Impactgg required thing(resand/ortl ywall C. the overall structure is the res onsibilit of the designer. 3.2x bridging or lateral bracingr uirwhere 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. -y OREGON b, kt SEQ. : 6051302 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, 4-26-7,,,, tlesign loads be applied to any component. and are for"dry condition"of use. }� rLQ �.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14. `s fabrication,handling,shipment and installation of components. necessary. /LjR R I U Qj 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 1111 111(III II VIII IIIA I II VIII I II(III TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" D.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sgacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 'r '( MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 7 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 cm Ch/ V O O/- 411110- 1 M-3x4 .1 y y 1-00 2-00 [PROVIDE FULL BEARING;Jts:2.4.31 ��0 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 .5� ` GINE s% WARNINGS: GENERAL NOTES,unless otherwise noted: �� G[�/ /" _`9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 = P 2tSE Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constntction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, . �� Po tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 SEQ. : 6051304 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,_ �9 4�� , and are for"dry condition"of use. y design loads hasbe nao controlon to any componentsu6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 P TRANS I D: 407540 5.CompuTrus no over and assumes no responsibility for the necessary. t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR" L1- 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide at with jointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 I. 2=(-4208) 990 1-12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13-14=( -674) 2628 3-13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 TC LATERAL SUPPORT <= 12°OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0° V 6- 7=(-5838) 1502 16.17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7- 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0' TO 19'- 11.5" V 9-10=(-5328) 1322 19.10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10-11=( 0) 72 6.17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0° 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) C,nn,cto Cpla (or noprefix) = ors uTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDDF (1485) p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50' 6.07 KDDF ( 625) C,CN,C1 ,CN18 r = MiTek MT series ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.CHODesian uplift at 24 "oc spacing. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 [X'YJ 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- 1.6" Allowed = 0.400" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062" @ 4'- 1.6" Allowed = 0.533" 9" oc in 1 rows) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- 1.5" Allowed = 0.537" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'- 1.5" Allowed = 0.717" MAX LL DEFL = -0,001" @ 20'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T T 4' f MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0° 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" 4 12 4 4128# f T f 4' 4 �T128# T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 10.00 7 10.00 7 N 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 • 8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - - 40 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, hik. M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5 0, mom dry co o ® a - 'i mMI i 1 - 12 13 14 X15 16 v 17 18 19 -�1 M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 J, y y y M-8x14 y y y ♦y 584# , y 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 1, yy 8-04-08 0-05-08 11-01-08 1-00 .J, y y y (PROVIDE FULL BEARING;Jts:1,15,10I 19-11-08 1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1 �.Q'�0 PR()Fe. Scale: 0.2765 5 GIN E /2 WARNINGS: GENERAL NOTES,unless otherwise noted: �kf�\ /�/! 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '9 2 P E. ��'", Truss: BH1 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. /Aire / 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 �S continuous sheathing such as plywooding( and/or drywall(BC). - ! CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired wheree s shown++ VS 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 A_OREGON 1("I S E'.Q. : 6051305 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G "meq y NN,�17c � design loads be applied to any component. and are for"dry condition"of use. /O 1 4, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �t� fabrication,handling,shipment and installation of components. Dnesign . A��A A �� _ 7.Design assumes adequate drainage is provided. ,1 rl fl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII VIII VIII VIII VIII VIII IIII IIIITPI/WfCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 J2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.OD TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ B1H 5.50" 0.47 KDDF ( 625) 1'- 10.9° -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003° @ 1'- 3.7" Allowed = 0.131° MAX BC PANEL TL DEFL = 0.003° @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 10.00 7 MAX HORIZ. LL DEFL = -0.000° @ 1'- 10,9° MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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. r/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, CD Truss designed for wind loads o in the plane of the truss only. cu chi c' ' 1110- 1114 4 -y M-3x4 y y y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,41 tiEOPR°Fes JOB NAME: POLYGON PLAN 5-D NH - BJ1 sale: 0.6882 t li o WARNINGS: GENERAL NOTES,unless otherwise noted: CC z.- "7/5/Ir /fr /-Y�E � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c 9211,r Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�._ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f`' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON itt it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7i A_ �� SEQ. : 6051306 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, 420'7.1'l 2,°,\„.."1- TRANS � ASA. design loads be applied to any component. and are for"dry condition"of use. ' 14, `_T TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.De si na assumes full bearing at all supports shown.Shim or wedge if p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MrT R 0' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. linescoincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11111E IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-95) 77 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2° 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133° MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3" Allowed = 0.305" 3-11-11 MAX TC PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" 12 ---/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 10.007 NOTE:Design assumes moisture content does ' not exceed 19% at time of manufacture. �' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. coo rig M 4 O VA 4 M-3x4 y )- 1-00 4-00 !PROVIDE FULL BEARING:Jts:2.4,3' c?ED PROFA., JOB NAME : POLYGON PLAN 5-D NH - BJ2 5� GINE ( Scale: 0.5824 02 WARNINGS: GENERAL NOTES,unless otherwise noted: v[�/�/� 17 �] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a 2 P E Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r - I'i� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -Q A_OREGON <(j SEQ. : 6051307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� ''1" 1').- O�� design loads be applied to any component. and are for"dry condition"of use. O 1 4 2 :- TBANS I D: 407540 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 „Al:- TRANS fabrication,handling,shipment and installation of components. necessary. M� V P P 8.Designlaesassumesadequateon edth drainage truss, A= 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 VIII VIII(IIII VIII(IIII IIII HMI IIII TPI/V1/1-CA in BCSI,copies of which will be furnished upon request. lines indicate withizjointain inches.9.lines indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-205) 171 3.4=( -58) 25 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" 12 ) MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 10.00 7 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" 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. ( o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, in Truss designed for wind loads in the plane of the truss only. co v o/- �� 5 M-3x4 i- y ./ y 1-00 4-00 1-08-15 !PROVIDE FULL BEARING:Jts:2.5.3,41 JOB NAME: POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 c�-‹��GPN�FFss/p /silt WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ "�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '92 P E Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 bycontinL�I �� DATE 9/5/2014 responsibilitybuilding designer. 2xImpous bridging such as red sheathing(TC)where shown . ' yy` the overall structure is the res onsibilit of the 3. Impact brid in or lateral bracingrequired where shown++ "y 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. "3 OREGON �(/ SEQ. : 6051308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 2� �� design loads be applied to any component. and are for"dry condition"of use. / 4)'. rLQ ..�.- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4, �Cj. fabrication,handling,shipment and installation of components. necessary. /�j ,R �i 7.Design assumes adequate drainage is provided. 1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII lIII VIII VIII VIII IIIIIIIII lIIITPINVECA in BCSl,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M7ek) EXPIRES:12/31/2015 1E411This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12°0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does T i' not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss 10.00 7 ' in the designedpla eoffthewtrussoonly. co 0 0 0 N M, Cr0 o/- 1� 3► M-3x4 ), y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2I 0 R JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 �5- -��I\7yG/PN J�F,c3:n WARNINGS: GENERAL NOTES,unless otherwise noted: ��C,r + 1�1 // -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G P E Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper { 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. l/ /J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 */� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. �,r1/t• 124- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) M `'� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `ti SEQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ ?J9y 2O\d 4� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, . fabrication,handling,shipment and installation of components. necessary. ';?% _ 7.Design assumes adequate drainage is provided. FR R I L�, VV 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center fl I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E lines coincide withjoint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 OVERHANGS: 18.8° 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8° Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139° @ 43'- 6.5" f f T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19's at time of manufacture. T T Design conforms to main windforce-resisting 1P 12 6.00 I/ M-4x6 '-J 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 ,0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x8(5) "` . .1%%,%00%44444444 :1M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0"25" c M-1.5x3 /\14p,M-1.5x3 3 ,10 \ N C") s 10 .... 12 13 __ v 0 0 1 M-3x8 M-3x4 10.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) ), y y y > > y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 '<cn. 0 PRO/ets,, JOB NAME : POLYGON PLAN 5-D NH - Cl Scale: 0.1506 �`�%5�1$� 'o1- p WARNINGS: GENERAL NOTES,unless otherwise noted: .Q 2 i P E c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -rL/j, Truss: Cl 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 �� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/r�r - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I:C. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 74- A_ �Cr SEQ. : 6051311 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, -'�! 2 0.- fabrication, design loads be applied to any component. and are for"dry condition"of use. /O 'll' 14, 4 �' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.DDesigna assumes full bearing at all supports shown.Shim or wedge if nfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. McR R t LL 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANlCA in BCSI,copies of which will be furnished upon request. Digits coincide with joint center in in lines. 9.Drein s oinccdt size of cin lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0° TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15IBC 2012 MAX- MEMBER 2)FORCES 43-/9r(-298).00 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 791 9- 9=(--809) 30218 3- 4=(-282) 2991 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-3324) 1271 9-10=( -809) 2538 9- 4=(-182) 616 2x4 DF STAND A LOADING 3- 4=(-3164) 1308 10-11=( -431) 1847 4-10=(-746) 536 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plateprefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. p - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0" -274/ 1837V 240/7/ 25OH 5.507H " 2.94 KDDF 3.23 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel t0 plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.205° @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-11-15 21-09-01 Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. T T T T T T Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 12 6.00 / M-4x6 6.00 load duration factsr=11.6'Cat.2, Exp.B, MWFRS(Dir), 4.0" Truss designed for wind loads 5 '( in the plane of the truss only. M-5x8(S) 0.25" M-5x8(5) 0.25" li po M-1.5x3 117\ ' ' /N . M-1.5x3 \ iv' co A M��-3x8 0 v o � 9 1 - i2 **B o o M-3x8 M-3x4 8.25" 0.25 M-3x4 0 M-518(S) M-5}8(S) y - y y y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1508co, :-.. 1: a/PN 1�yp'F/QFs`r/pA_ WARNINGS: GENERAL NOTES,unless otherwise noted: ��./ l�l( ! v-9 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: 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. 411110111!"7. 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of L 4/� DATE' 9/5/2014 responsibility designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). /' the overall structure is the res onsibili of the building 3.2x Impact bridging or lateral bracing where shown++ r CZ- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 OREGON 1(j SEQ. : 6051312 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-/6.,-.7:1)., ?P\ 4'� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if7 4, A fabrication,handling,shipment and installation of components. Design essary. q "R ��f�-`_ 7.Design assumes adequate drainage is provided. ill V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVrCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF #1&BTR T2, T3 2- 3=(-6766) 2286 13.14=(-3060) 8274 13- 4=( -4B6) 1888 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6742) 2336 14-15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=(-3048) 8220 6-14=) -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0" V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12"00. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0° V 8-10=(-5882) 2106 8-16=(-2866) 1340 9-10=( 0) 0 10.16=( -482) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR TO CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10-11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC LONG LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0,0" -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT seriesJoin together 2 ply with 3°x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacind.I nails staggered at:ri VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0° Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.269° @ 22'- 0.0" Allowed = 2.142' 9° oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19N6 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T T '533.30# T f '' ,, 33.30# f 12 12 M-7x8(S) 6.00 6.00 M-5x6 5 M- 33x5 7 0.25" M-33x5 ;M-5x6 6, y T _ �. M-1.5x3 VI \/\/ M-1.5x3 + 1 M-3x8 M o p 1 .. 13 �4 T 27 0.25'2 15 16 *92 o 0 M-3x8 M-3x8 0.25" M-3x8 0 M-7x8(S) M-7x8(S) 1, 1, 1- /, y 1, 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y y y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - CH1 5,0 ,, GIN�FFss/ Scale: 0.1499 t �2 WARNINGS: GENERAL NOTES,unless otherwise noted: Z '7/5//r l l ftp E 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 L Truss: CH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�P is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ~ A� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yG 4,OREGON�b, �� SEQ. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .9).- TRANS 9 ZQ Ate( design loads be applied to any component. and are for"dry condition"of use. Q y '�4 T TRANS I D: 407540 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 necessary. MSR R I l��- fabrication,handing,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 101 VIII VIII VIII VIII VIII VIII IIII Illi TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ain che. 9. Digitssindicate size of plate ein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTR 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-1701) 3873 6.14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7-15=( -276) 155 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-3118) 1527 16-11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20,0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0' -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans iCONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.293" 8 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads in the plane of the truss only. 5-01-03 4-04 3-05-09 2 09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T T T T T T T T T 12 5 9 12 s.00 M-7x8(S) ` \I 6,00 M-5x6 \/ \/ 0.25" M-8x5 M4x6 M-1.5x3 M-1.5x3 + + r, M-3x8 0 4 er mw it m. * ' o 16 o M-3x8 M-3x8 1310.25" 0.255 M-3x8� 12 0 M-7x8(S) M-7x8(S) k y > 4' y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y y y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH2 co'<�EGIN ©FF�,S/ Scale: 0,1499 ! 02 - WARNINGS: GENERAL NOTES,unless otherwise noted: /�/� 17 !92111 PE r. /�u n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C t I2 and Warnings before construction commences. building component.Applicability of design parameters and proper / /// 2.2o4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at '� is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •-188 CC rP`.- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGI 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. : 6051314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� `.lq design lads be applied to any component. and are fr"dry condition"of use. O 1 4TRANS ID: 407540 5.CompuTrus has no control over and assumes no responsibility forthe 6.Design assumes full bearing al all supports shown.Shim orwedge fabrication,handlin shi ment and installation of corn onents. necessary. �� F9. P P 7.Design assumes adequate drainage is provided. it 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM rCA in BCSI,copies of which will be famished upon request. linescoincide with joint center lines. 9. Digits idsize of cinches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. liFor basic connector plate design values see ESR-1311,ESR-1988(MTek) ___--- EXPIRES:12/31/2015 • 11111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3-13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14-15=( -700) 2439 4.14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(-2567) 1138 15.16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 8- 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16-10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3039) 1229 10-17=) -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17.11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -321/ 2034V -182/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 2: Desitin checked for net(-5 psf) uplift at 24 "oc spacina.I JT 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201" @ 22'- 0.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 system and components and cladding criteria. 5-07-06 f < pr 5 05-11 5 04-05 T 0 0.4�08 T 5- 02 03 '1 ' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f 'V < pr T T load durAll ation ffactor=1.6 Cat.2, Exp.B, MWFRS(Dir), 12 12 Truss designed for wind loads 6.00 D M-4x66 M-3x8 8 M-4x6 6.00 in the plane of the truss only. M-5x6(S) 0.25" M-5x6(S) 0.25" 0 ,0 M-1.5x3 47\ +: + j1.5x3 M M-3x10 23 WA 13 14 15 MN 17 *+q2 o o M-3x8 M-3x4 0.25" M-1.5x3 0.25('6 M-3x4 0 M-5x8(S) M-5x8(S) y y 1, 1, )' ), y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 .)- 1-08 1-08 43-09 WEDGE REQUIRED AT HEEL(S). Dn. JOB NAME: POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 ��ca��GPN�p�]�•F¢S`s/p�/- WARNINGS: GENERAL NOTES,unless otherwise noted: -0.- <4..., -57 ( 2y7 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 :a 2 P E f Truss: CH3 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. 4400,000r 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 „,..04/1110 �� DATE: 9/5/2014 responsibilitybuilding continuousxImcridgisheanggin or such l bracing required where sown drywall(BC). Q the overall structure is the res onsibilit of the designer. 3.2x Impact bridging lateral as plywood where shown++ 11 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 OREGON 1(j SEQ. : 6051315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G �f \� A• design loads be applied to any component. and are for"dry condition"of use. /O 4 1 4, 24 �S TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if T fabrication,handling,shipment and installation of components. necessary. MFR R)VL 7.Design assumes adequate drainage is provided. f-1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII IIIIIIIIII VIII VIII VIII I III IIII IIIITPI/WTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15.15=(-1120) 2476 4.15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18.12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7.17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3135) 1578 10.18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (son). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -444/ 2038V -198/ 198H 5.50' 3.26 KDDF ( 625) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc 44'- 0.0" -444/ 2038V 0/ OH 5.50" 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.254" @ 27'- 5.3' Allowed = 2.154' MAX TL CREEP DEFL = -0.403' @ 22'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.022' @ 45'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 45'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5" 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6.5' 1' NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. '1 T T f T ' T '1 T 1' T 12 6 8 12 Design conforms to main windforce-resisting 6.00 D M-4x6 M-4x6 X16.00 M-3x8 system and components and cladding criteria. 5 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4, rem 'All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), r=1.6, M-5x6(S) M-5x6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 00 ;o M-1.5)(33' 1.5x3 +.. .,+ 3 1 M-1.5x3 co Agiiillikkh M 14 1 16 17 18 --�3 o 8 M-3x8 M-3x40•25.. M-1.5x3 0'25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y y y y y y ; ), y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 ), ), 1-08 44-00 1-08 JOB NAME : POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 ��5<e..?• /jGSNOF�orWo , WARNINGS: GENERAL NOTES,unless otherwise noted: Ct.�/ •' �I/�[] �'}7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual x 2 /r-E Truss: CH4 and4 Warningsmon bracing mut bmmsnces. building component.ponenabil ty 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 `fir *- DATE: 9/5/2014 responsibilitybuilding designer. 2x Impact bridging orng such l bracing sheathing(TC)sshown drywall BC. the overall structure is the res onsibilit of the 3.coti tor lateral plywood required where and/or d ( ) -* No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OREGON ‘,'CZ- 4. SEQ. : 6051316fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1% design loads be applied to any component. and are for"dry condition"of use. �� -9 y y 4 Za( �.,. TRANS I D: 407540 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� fabrication,handling,shipment and installation of components. Dnecessary. /� �n I k-X^ 7.Design assumes adequate drainage is truss, /� IR 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII I III VIII IIII VIII IIII IIIITPIM?CA 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 HMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-71) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" ,r T MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254° MAX BC PANEL TL DEFL = -0.019° @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 10,00m Truss designed for wind loads 4 10 o in the plane of the truss only. o0 M,/- .4- c. /-VO O� 4 M-3x4 1, y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 Scale: 0.6954 �'.g` �N�F�s`r. JOB NAME: POLYGON PLAN 5-D NH - CJ1 �`(ly(y441 (,) WARNINGS: GENERAL NOTES,unless otherwise noted: ct /� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: CJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �,f 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 rte. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s_r �!� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON " C/1 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. pG '! ^V SE Q. : 6051317 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � �r 2�N�� design loads be applied to any component. and are for"dry condition"of use. 14, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 111/ L P 7.Design assumes adequate ne drainage isotru ,provided. R R L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII(IIII III IIIIIIIII VIII IIII)IIII IIII TPIM/TCA in BCSI,copies of which will be famished upon request. Digitsgit coincide with jointcenterche. 9.linesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ SOV 0/ OH 5.50" 0.08 KDDF ( 625) ( p , Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 10.00 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339° MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000' @ 2'- 3.6" -/ NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads w in the plane of the truss only. M,,- V o O� ► 1111, 11114 -/ M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ2 <0 , D FRpFFss Scale: 0,6704NCso !`\�7yG/INF( /2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� `+ i 1 I O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E �� Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r/ // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of �„ ri_r DATE' 9/5/2014 responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). the overall structure is the of the buildingdesigner. 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 60513184.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}7 OREGON 1(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G- 1 5.CompuTrus has no control over and assumes no responsibility for the � TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 8. /Design assumes full bearing at all supports shown.Shim or wedge if Q Y 1 4, `LQ `�- necessary. /1/7&"R R L C? fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of twos,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPINyrCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-118) 14 5-6=(-30) 95 3.6=(-99) 31 WEBS: 2x4 KDDF STAND; 3.4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T Allowed . 0.100" 2-04-06 MAX TL AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX IC PANEL LL DEFL = 0,003" @ 0'- 11.5" Allowed = 0.081" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5' Allowed = 0.116" 10.00 7 MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3" MAX HORIZ. TL DEFL = 0.001° @ 5'- 3.3" M-3NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL6.0, ASCE 7-10, ?4' (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, IIIIMMIMIMINIIMII mTruss designed for wind loads Mt� in the plane of the truss only. r� 5 6 ►� o M-1.5x3 c, lerm M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. a 2.75 12 1. y J, J 2-05-08 2-09-13 0-08-11 y )' y .1- 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,6' JOB NAME : POLYGON PLAN 5-D NH - CJ2C 5��GINOF,sso Scale: 0.5669 \ WARNINGS: V��/,� v9 GENERAL NOTES,unless otherwise noted: `t !9/ P E re CJ2C 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: CJ 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at " po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /:_ ; DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y OREGON lC /� 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.. : 6051319 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, G2 \ AS A. design loads be applied to any component. and are for"dry condition"of use. ,0 '(4, T C_ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ffull bearing at all supports shown.Shim or wedge if 11 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ill��R y-^`'- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointche. 9.Digitssindicate size of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) , OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50' 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0° 0/ 55V 0/ OH 5.50° 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.132" T MAX TC PANEL LL DEFL = 0.017' @ 1'- 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 10.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" MAX HORIZ. TL DEFL = 0.000° @ 3'- 6.1" NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. c%1 CO '-A- V O O� 111 -14 -v M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4J 6-00 R JOB NAME : POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 ��\�7yG/y/PN lOF�`�s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� I /✓/! �-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '92 P E Truss: CJ 3 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I sheathing(TC)) rywall C. s' '/` DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. plywood suead w C and/or d (B ) � P tY re 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 3 OREGON �(j SEQ. : 6051320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G Nb' design loads be applied to any component. and are for"dry condition"of use. //� "/ 20\ A�, TRANS I D: 407540 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 CJ 7 4, `_ fabrication,handling,shipment and installation of components. necessary. !�, 7.Design assumes adequate drainage is provided. Ca :C"' This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R R i L�- IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request lines coincide with jointcenterche. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-171) 21 5-7=(-69) 114 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3-7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50° 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50° 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8' Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T , MAX HORIZ. TL DEFL = 0.005° @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 /A Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, r Truss designed for wind loads I� T in the plane of the truss only. ri N AL,. pi V. M o� - -- oIMIMMIIIIIIM o M-1.5x3 c ' �� 6 0 M-3x4M-3x4 M-3x4 y y ), 2-03-12 3-08-04 ), y y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME: POLYGON PLAN 5-D NH - CJ3C ��p PN;°._/irQr Scale: 0.4986 �\ ! 02 WARNINGS: GENERAL NOTES,unless otherwise noted: V 21S 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 P E r Truss: CJ3C 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fr�r A� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CZ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 ,�OREGON�b X4,0 SEQ. : 6051321 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-/6-17,11, 2 A� design loads be applied to any component. and are for"dry condition"of use. /O 9 1 4 O C_ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. P P 7.Design assumes adequate drainage is provided. ER R 1 L,' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCS(,copies of which will be furnished upon request. git coincideiiatwith joint ate in ches 9. Digits dsize of ce in inches.li . MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-109) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) Connector plate prefix designators: C,CN,C18,0N18 or no prefix) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) ( = ormpuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0,0" Allowed = 0.052" T MAX IC PANEL LL DEFL = 0.054" @ 2'- 8.9' Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052' @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4' 10.00 0MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. •,:t. co ,-f RPFAMIIMIMIIMIIMIMIMIMIIMIMIMIO O� 11..�¢ -V M-3x4 J' * y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 ��7yG/PN'7/5//r -0- 17 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 1�1�/! �-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 /P E Truss: CJ 4 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 4.94101111.P.continuous sheathing such as plywood sheathing(TC)and/or drywall C. "- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ The h M (t. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -9L A_OREGON 1k SEQ. : 6051322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �7 t' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O 7 r 14, 2a fabrication,handling,shipment and installation of components. necessary. �` 1 �Q` 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes locatedadeqonne drainagehcis truss,and /1/ * R R 1 �"" 111111111111111111 8.Plates shall be both faces of truss, placed so their center TPI/WfCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basicits icate size of connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(.214) 36 5.7=(-122) 165 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -59) 46 3-7=(-184) 135 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50° 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spaoing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005° @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" --/ • NOTE:Design assumes moisture content does 12 co not exceed 19% at time of manufacture. 10.00 V lit Design conforms to main windforce-resisting 07-7-7-417 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, Truss designed for wind loads /' in the plane of the truss only. �� -y' o m M-3x4 o M-1.5x3 ,,,- ►i 6 c 0 M 3x4M-3x4 2-03-12 3-08-04 > y ) ) 1-00 2-05-06 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 tti�,p PR°Feed JOB NAME : POLYGON PLAN 5-D NH - CJ4C Scale: 0.4610 �5 !``t7ry�"INF 'oA- GENERAL NOTES,unless otherwise noted: �� v ��/� -v9 WARNINGS: p9�+,PE 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: CJ 4C 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 1_ DES. BY: LJ responsibilityof the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `rr is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). * (� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051323 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, '22C) P+� design loads be applied to any component. and are for"dry condition"of use. GAO 91' 7 4 � T TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Designa assumes bill bearing at all supports shown.Shim or wedge if /� t4 f fabrication,handling,shipment and installation of components. ry. �\R R t VA- p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111011111 TPIAMCA in BCSI,copies of which will be furnished upon request. git coincidewithizjoint ain che. 9.Digitssindicate size of plate in inches. MiTek USA,IrtciCompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirk) EXPIRES:12/31/2015 111111111 IIIIH11III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TO LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rig VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2° Allowed = 0.478° 5-11-10 f MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8° Allowed = 0.718" T MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" I) NOTE:Design assumes moisture content does 12 `fr not exceed 19% at time of manufacture. 10.00 r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. ..<!- c:, in c) v o� �� 4=� 0 M-3x4 y y ), 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME: POLYGON PLAN 5-D NH - CJ5 cz, ,, GINOFFSsi sale: 0.4821 4<c., '7/5//r I 02 WARNINGS: GENERAL NOTES,unless otherwise noted: 2�/I 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �9 21�P E Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "G A_ � 4� SEQ. : 6051324 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 9-C)\ Q`�" design loads be applied to any component and are for"dry condition'of use. O y 14, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if nfabrication,handling,shipment and installation of components. Decessary. MFR R L`" P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCS(copies of which will be furnished upon request. git coincide withizjointpate nr che. 9.Digitssindsize of plateetinches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( 257) 55 5-72 7=(-195( 195) 224 1755-3=5.3 =) 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -87) 66 3-7=(•249) 216 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50° 0.23 KDDF Connector plate prefix designators: ( 625) C,CN,CI8,CN18 (or no prefix) = Com uTrus, Inc 5'- 11,6' -69/ 108V 0/ OH 1,50" 0.17 KDDF ( 625) P ) P LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8° Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5' 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. )�� Design conforms to main windforce-resisting 12 ° system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. T M-4x6 .1- r r rINI ,r WI_ -m! M-3x4 o M-1.5x37 ' ►� 0 6 0 M-3x4 M-3x4 ) > y 2-03-12 3-08-04 ) ), ) > 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,41 res JOB NAME : POLYGON PLAN 5-D NH - CJ5C Scale: 0.4046 ��5-\��0GPN J�I.lb, ts>o WARNINGS: GENERAL NOTES,unless otherwise noted: <<c., 21 / -o- 171.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P t-- Truss: CJ 5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41111101"1/7 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 �' 141111.°DATE: 9/5/2014 the overall structure is the responsibilityof the building designer. continuous 3.2x Impact bridging sheathing ,or lateral bracing such as plywood shre uirathing(TC)and/or drywall(BC). ed where shown++ S-! ,(Z' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "y OREGON 40 SEQ. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L N is, design loads be applied to any component. and are for"dry condition"of use. / q y 20 P�' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7 4, 56'`_ fabrication,handling,shipment and installation of components. necessary. A��P R I L\ V 7.Design assumes adequate both drainage is provided. 44 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII(III VIII(III(IIITPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincidewith joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CcimpuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0° O.C. 2-3=(-217) 192 3.4=(-115) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) i C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -242/ 39BV 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2' 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10.00 7 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. CO co r/- v o/- o ...-- 1 51..-- M-3x4 y y y 1-00 6-00 1-02 1PROVIDE FULL BEARING;Jts:2,5,3,4t O R JOB NAME: POLYGON PLAN 5-D NH - CJ6 Scale: 0.4578 ��5. -I-' PN��Fss% WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. ��/� 2-}� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 2 P E Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper { 2.2x4 compression web bracing must be installed where shown it. 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 �� DATE: 9/5/2014 pbuilding designer. continuousxImctsheathing nin or such as plywood requiredeadhwhere shown or drywall(BC). „../"%1111111m, cr the overall structure is the responsibility of the 3. Impact bridging lateral bracing where ++ • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON 4, SEQ. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G '7 N. SA,�� design loads be applied to any component and are for"dry condition"of use. /O '9 y ,�4, rLQ r TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �p fabrication,handling,shipment and installation of components. necessary. /��R R 1 1-� 7.Designlasassumes adequated hdrainagecis pruss, rl 8.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 IIIII 11111 11111 11111 VIII 1 III I II IIIITPINVI-CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12!31!2015 1110 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF kl&BTR SPACED 24.0" 0.C. 2-3=(-236) 46 6-8=(-149) 206 6-3=) 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-165) 126 3-8=(-229) 165 LOADING 4-5=( -62) 26 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 12.0" 0.0" ( ) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing_.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. i( � Design conforms to main windforce-resisting system and components and cladding criteria. j( Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 uu 10.00 r7 M-4x6 if 1111111 c' M-3x4Atig_ii„. rip r �o v E�il�m M-3x4 8� `o _� M-1.5x3 �� N 7 O O M-3x4 2-03-12 3-08-04 1-00), 2-05-08 4-08-09 L y 6-00 1-02-01 IPROVIDE FULL BEARING:Jts:2,8,4.51 JOB NAME : POLYGON PLAN 5-D NH - CJ6C .57 Scale: 0.3413 �\�� GPN�FFs�/02 WARNINGS: GENERAL NOTES,unless otherwise noted: (((]]]�1�/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =✓G,,P E r. Truss: CJ 6C and Warnings before construction commences. building component.Applicability of design parameters and proper / /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _r �/�� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. to SEQ. : 6051327 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- '.!n y O' A. and are for"dry condition"of use. /., -7 design loads hasbapplied to any component.u6.Design assumes full bearing at all supports shown.Shim or wedge if n +. Q` TRANS I D: 407540 5.CompuTrus no control over and assumes no responsibility for the necessary. �y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ��r�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 VIII VIII VIII VIII VIII III I III III III) TPI WfCA in BCSI,copies of which will be furnished upon request. git coincidewith jointain che. 9. Digitssindicate size of plate to inches. MiTek USA,IDC./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.D0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-5=(0) 0 2-3=(-266) 237 LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -90) 38 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50° 0.11 KDDF625 C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.118' @ 2'- 11.7" Allowed = 0.481" j( MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7' MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting )T1 system and components and cladding criteria. Wind: 140 mph, h=22,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, vr Truss designed for wind loads O in the plane of the truss only. M V O/- O 5�� -/ M-3x4 > ), )- J, 1-00 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ7 ��Eo PRpFFss Scale: 0.4129 5 GIN E /2 WARNINGS: GENERAL NOTES,unless otherwise noted: �4C/� ` /5/! O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E. 17r Truss: CJ 7 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of ,,%,+,. P 4!� DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the res onsibilit of the 3.2z Impact bridging or lateral bracing required where shown++ M ,t 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Tf OREGON 4,/ SEQ. : 6051328 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, 1 \d TRANS I D: 407540 design loads hasbe ano control to any card assut. and gn assumre for es condition" eadn fat all su orts shown.Shim or wed //� q y 26\ LQ t,,�' 5.CompuTrus no over end assumes no responsibility for the 6.Desi g pp wedge H V 1 4, f_ fabrication,handling,shipment and installation of components. resign essary. A� R RU �� 7.Design assumes adequate drainage is provided. it 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM/TCA in BCSI,copies of which will be furnished upon request. MiTekUSA,InC./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-115) 164 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-235) 82 6-B=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3-8=(-234) 166 LOADING 4-5=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ]COND. 2: Design checked for nett-5 nsf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5° 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" T f NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 7 load duration factor=1.6, inuss thedplaneed offor thewind trussoons nly. co M-4x6 M ,_ AiIiiiii ._.:_ -/ V �� in B-� o - 7M-3x4 o M-1.5x3 M-3x4 M-3x4 ), J, y 2-03-12 3-08-04 ), ), 1, 1 00,j, 2-05-08 5-10-1 , y 6-00 2-04-07 1PROVIDE FULL BEARING:Jts:2,8,4,5] - F;Ep PRQpF JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 .5_ %),G(NE Ss'i WARNINGS: GENERAL NOTES,unless otherwise noted: �� 5�1 29 • 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 P f� Truss: CJ7C 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 responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr , is the res y P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATEc � : 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S c n. : 6051329 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 �q_OREGON �vr fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- -"f,9 y2-°\ Q�rx design loads be applied to any component. and are for"dry condition"of use. O '� 2 tt,� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design na assumes full bearing at all supports shown.Shim or wedge it !1 ' fabrication,handling,shipment and installation of components. ry. SEP R I L- V P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1IIIIII IN VIII 11 VIII VIII VIII IIII IIII TPIMIrCA in BCSI,copies of which will be famished upon request. Digit coincide withzjointche. 9.Digits indicate size of tplate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-102) 45 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) ( p ) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" �( MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4° Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004' @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does 12 not exceed 19's at time of manufacture. Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, l� load durAll ation factxr=1.6 Cat.2, Exp.B, MWFRS(Dir), o Truss designed for wind loads in the plane of the truss only. c co co r/- v o,_ _� 5=� O M-3x4 ) y y y 1-00 6-00 3-06-14 1PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 ��5��`qyG/y/PN r�yhryF�F1.Wo ,_r, - WARNINGS: GENERAL NOTES,unless otherwise noted: 4� 1 i✓// I Y.p /� 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: CJ 8 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. ` /J 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 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_� DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). „..4041111... P Ar 9 3.2x Impact bridging or lateral bracing where shown++ * /x 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 10 SEQ. : 6051330 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, pL N� TRANS I D: 407540 design loads be applied to any component. e.Designand ar assumesurdryfulldition"of atsall supportsr1 1 5.CompuTms has no control over and assumes no responsibility for thebearing shown.Shim or wedge if Q -7 y 14, Z° I' fabrication,handling,shipment and installation of components. 7necessary' ' �Q` 6.This design is furnished subject to the limitations set forth bye.Designlaesassumes adequate drainagehciso truss,sed. R R L," IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of and placed so their center TPIMIrCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 304 3.4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50° 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50° 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 1( MAX TO PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" 0 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. c Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0CD v load Heightduratis), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c Truss designed for wind loads rn in the plane of the truss only. CO .:1- 111.AMIIMMMIMINIIMEIMIIMMM 6 M-3x4 y > .> 1' 1-00 6-00 4-09-04 1PROVIDE FULL BEARING:Jts:2,6,3,41 ��,,ED PROFEssi JOB NAME: POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 4,5 '7/5//r��sil 029 WARNINGS: GENERAL NOTES,unless otherwise noted: ..92••P E c- /� t� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' Truss: CJ 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown S. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ''r. DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `�. is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ft OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051331 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, 2 P„� design loads be applied to any component and are for"dry condition"of use. /O 9Y 1 4 _ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design e si na assumes full bearing at all supports shown.Shim or wedge if nfabrication,handling,shipment and installation of components. ry. SFR R 10- P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 VIII 11111 VIII VIII VIII IIII IIIITPINJfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digitsindicatesize of platein inches. MiTek USA,IDC./CompuTfuSSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2.3=(-411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "os spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /t MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" 12 j1 MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads 0 o in the plane of the truss only. M Cr 6 -V Ct M-3x4 ), ,1 1, y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-D NH - CJ 10 �. PRCAFF,ss Scale: 0.3221 '7/5// / , WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7, 1- 17� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: CJ 10 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. i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r�r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �ir� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or /irreg.".` PYw 9R ) drywall(BC). M DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 1(/ SEQ. : 6051332 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, 470-74 20�� design loads be applied to any component. and are for"dry condition"of use. 1 4, P TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f_ necessary. MSR R t L\- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111110111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide ae with jointcenterche. 9.Digits indicate size of plate in inches. MiTekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III ((VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-454) 427 3.4=(-246) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -77) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0° 0.0, TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 392H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2° -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6° -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077° @ 3'- 2.4" Allowed = 0.722° MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, v Truss designed for wind loads O in the plane of the truss only. 0 M C, 6 o M-3x4 1, ), y ), 1-00 6-00 7-01-10 (PROVIDE FULL BEARING;Jts:2,6,3,4,51 R JOB NAME: POLYGON PLAN 5-D NH - CJ11 Scale: 0.2976 ��. PN�F'LWo Ic) X15/lr WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G S S P E Truss: CJ11 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 t_r a �' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f CZ- 4. - 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -T7 ,r OREGON b, �1(/ SE Q. : 6051333 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, 4-26",741, +� design loads be applied to any component. and are for"dry condition"of use. 2.°,v..-7-� TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, necessary. /��R R 1 UL fabrication,handling,shipment and installation of components. 7. necessary. ss assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII(III(III(III(III TPIMIrCA in BCS(,copies of which will be famished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111114/ This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 304 3-4=(-109) 56 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2° -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" /-3X4 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005' @ 9'- 11,0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 196 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. c co co r�cs�� -) 0 > > ) y 1-00 6-00 3-11-12 1PROVIDE FULL BEARING:Jts:2,5,3,4] JOB NAME : POLYGON PLAN 5-D NH - CJ 12 Scale: 0.3645 «'. '7/5//r X07/pN�FF6'_n WARNINGS: GENERAL NOTES,unless otherwise noted: Ct' _��I/� -1,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual P E (� Truss: CJ 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/�/" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' �!i` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • Cr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 A_OREGON 10 SEQ. : 6051334 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G -'7 \b A. TRANS I D: 407540 design loads be applied to any component. and are for°dry cond tion" use. pp 9 / •' r�Q A 5.CompuTms has no control over and assumes no responsibility for the e.Design assumes full bearingat all supports shown.Shim or wedge if Q 14. �`_ fabrication,handling,shipment and installation of components. necessary. /j7R R I LA- 7.Designlaesassumes adequateed drainagehciso truss, fl 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 11111111011111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincideiatwith jointcenterinches.9. Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 111110111 • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2° 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6° -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacind.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. 1.-- 0",c.) vEirAMIl o/- 5Koso -/ 0 M-3x4 ,I, y y y 1-00 6-00 1-11-10 !PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : POLYGON PLAN 5-D NH - CJ 13 Scale: 0.4253 `�- ..I''N OFF�s/2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /5//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 92 PE Truss: CJ 13 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I,�' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of consheathinggr such as plcingoequeadhwhere s or drywall(BC). „.„,,•440., �• DATE 9/5/2014 the overall structure is the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. '}+' • SEQ. : 6051335 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, G� fir O�tx and are for"dry condition"of use. 176.'7-44' 74}' design loads hasbe nao controlon to averny and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if 4• 2 P TRANS I D: 407540 5.CompuTrus no over and assumes no responsibility for the necessary. M V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - {�R I��- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPIM rCA in BCSI,copies of which will be furnished upon request. git coincide withzjoint centerche. 9.Digits indicate size of plate in inches. MiTekUSA,InC./CompuTfuSSoftware7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.0. 2-3=(-137) 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" 1' 1' MAX TC PANEL TL DEFL = -0,144° @ 3'- 4"8" Allowed = 0.718" -v MAX HORIZ. LL DEFL = -0.002° @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" j NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. c0 LO CO o/- o tts� 4 10.7.7.4A1 M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : POLYGON PLAN 5-D NH - CJ 14 Scale: 0.4821 5-.CV. /PSN /Oyp]Fy�Qs`�> WARNINGS: GENERAL NOTES,unless otherwise noted: �Cf 2 /` r O�-Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 92 P E Truss: CJ 14 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 ...,..0404/prat Ale, �_` DATE 9/5/2014 responsibility designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). the overall structure is the res onsibilit of the building 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. A_OREGON SEQ. : 6051336 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, �476'7'4' ") 2° -4'�� design loads be applied to any component. and are for"dry condition"of use. /O q y ,�4 ZQ �1 TRANS I D: 407540 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. Dnesign . ��n I�� 7.Design assumes adequate drainage is provided. rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I III IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-133) 112 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50° 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ]COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8° Allowed = 0.697" MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0° -/ MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" NOTE:Design assumes moisture content does 1.112 not exceed 19% at time of manufacture. 10,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads to in the plane of the truss only. N c Lo C°) r/- 9� 0 4�� 0 M-3x4 k ) y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 <0 ,s,PROpess JOB NAME: POLYGON PLAN 5-D NH - CJ15 Scale: 0.4840 �� 5�1 ' '029 WARNINGS: GENERAL NOTES,unless otherwise noted: ''S92, 9 PE 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 L Truss: CJ15 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 o' DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'0.5.and at 10'o.c.respectively unless braced throughout their length by f_r ; P IY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON to C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17 //� S E Q. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� 4,OREGON 0N� A• design loads be applied to any component. and are for"dry condition"of use. O y 74, 2 c+ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �` fabrication,handling,shipment and installation of components. necessary. R R f O- P P 7.Design assumes adequate drainage is provided. fl t 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII I III VIII I III IIII IIIITPINVECA in BCSI,copies of which will be famished upon request. lines coincide with center lines. 9.Dies indicate size of joint plateinches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.linesliFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIJOIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 81 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2' -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 3-10-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" T i' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" ) NOTE:Design assumes moisture content does not exceed 199; at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ,n Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r- load duration factor=1.6, cp Truss designed for wind loads of in the plane of the truss only. M 7,,-- 1110- 1-114 - M-3x4 J. y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4( 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ16 ti�E© PRoFFs Scale: 0.5878 ! GINE/ s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: r� v([�1/�15/! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '7 G P E Truss: CJ16 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/ // DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bonom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by �� DATE: 9/5/2014 responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,„..0%/8110, the overall structure is the res onsibilit of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 'r SEQ. : 60513384.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •T77 OREGON 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, �d `, design loads be applied to any component. and are for"dry condition"of use. ANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,O 9y 14, 2Q 1‘:+11-- fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth b 7.Design assumes adequate both faces of truss,and placed so their center dthifage is provised. M. �� VIII VIII VIII VIII VIII VIII I III IIII IIII Y 8.Plates shall be located on TPI/WfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2" Allowed = 0.478" 5-11-10 f MAX TC PANEL TL DEFL = -0.144' @ 3'- 4.8" Allowed = 0.718" MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 0 NOTE:Design assumes moisture content does fr not exceed 19% at time of manufacture. 12 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co 0 in the plane of the truss only. .1- o to co O/- ► 4 III. 11 O M-3x4 y I, y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,31 `��Ep PROF6n JOB NAME : POLYGON PLAN 5-D NH - CJ 17 Scale: 0.4821 �� ` �s%! /°217 WARNINGS: GENERAL NOTES,unless otherwise noted: ,CC !a SPE (- 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: CJ 17 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 4!� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „,..04.01/P,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f'' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yG pREGONt. �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. : 6051339 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, '1°\ A_.{ design loads be applied to any component and are for"dry condition"of use. /O y 14, `T 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. MR RIO- 6. L LL 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 11311111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith joint ate in che. 9.Digits nasize of plateininches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(- 69) 226 84 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 SO,IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 83H 5.50' 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50° 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 5sf) uplift at 24 "oc spacin I 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g• 6.001/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004° @ 1'- 4.3" Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" -/ MAX HORIZ. TL DEFL = -0.000' @ 3'- 3.0" 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=20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. cO/- v o I� of- 2_ 4� _, 1 M-3x4 011111.11 y y y 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CSJ1 ,<�ED PROFFss Scale: 0.8191 '715//r /02 WARNINGS: GENERAL NOTES,unless otherwise noted: 'CI -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �,/ // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 t_r /� DATE: 9/5/2014 responsibility designer. 2zImpact continuous ridging or such l bracingas ied where sshown drywall BC. Q the overall structure is the res onsibilit of the building 3. Im act bdd rsheat or lateral plywood required where and/or d I ) A. /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -9 OREGON 41S E Q L lf �� design loads be applied to any component. and are for"dry condition"of use. / 4/y ZQ -1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibil ty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, � l iifabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. "R RIO, ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII I I Ill IIII II II IIITPI/WfCA in BCSI,copies of which wilt be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-117) 53 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2' -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7' -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Bsf) 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 = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1° Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 6'- 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0° 6.001/ NOTE:Design assumes moisture content does ') not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 v) co ..-/- •d- c:. A-VO ,_ , c, 21111111111111111 2�� 4�� M-3x4 y 1, y y 1-08 2-00 4-07-12 (PROVIDE FULL BEARING;Jts:2,4,31 �F° PROFFS JOB NAME : POLYGON PLAN 5-D NH - CSJ2 5� G(NE _- Scale: 0.5840 �\ ! 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 'N7/5//r('] 9 CSJ2 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 J 2 P E Truss: CSJ 2 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 r�r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�r - �/� � P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CZ. DAT : 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `�,�'" 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'G SEQ. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � A- p` �. �4/ �9 y 0'� design loads be applied to any component. and are for"dry condition"of use. Q 14, `Z 4TRANS I D: 407540 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 ca,Q- R8fabrication,handling,shipment and installation of components. ecessary. �L� P Po 7.Designlaesassumes atedadequate hdrainage isotrus,provided. C PRO- 8. .This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,, III I VIII VIII VIII VIII VIII III I(III(III TPI WTCA in BCS(,copies of which will be furnished upon request. lines coincideictwith joint ain ches a. Digits indicate size of plate in inches. MiTek USA,InC./CompuTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11-12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12-13=( -838) 2581 4-12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6-14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 43'- 9.0" -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.267" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5" 22-00 P1-09 MAX HORIZ. TL DEFL = 0.199" @ 43'- 3.5" NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19% at time of manufacture, 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 \I 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �. M-5x8(S) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0 PS M-5x6(S) cL 0.25" M-1"5x3 M-3x5 M-3x10 M-3x10 0 r = o 3-1 o 241115 ' M-5x8 11 12 n tli ;; _ A �\ o M-3x4 M-5x10 13 0.2514 M-3x4 15 9 0 a 2.75 **2X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 - J y )' y12 J )' J' J 2-05-0 5-10-08 6-02 y2-00, 9-05-15 8-11-05 8-09-12 y , ,-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 �� D PRpcFSS Scale: 0.1397 ��5 '7/$/1: ��2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� `/ 7' 'Q�, 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 = P 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 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.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� p ty permanent of continuous sheathingsuch as plywooddrywall(BC). / rte"- DATE: 9/5/2014 responsibilitybuilding P q sheathing(TC)wheres and/ord ywall BC. It " the overall structure is the res onsibili of the designer. 3.2x Impact bridgingor lateral bracingrequired shown++ r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 OREGON 1x 4(j SEQ. : 6051343 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L "LJ I` design loads be applied to any component. and are for"dry condition"of use. / '9 y 2Q1 TRANS I D: 407540 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 74, P fabrication,handling,shipment and installation of components. necessary. �cR R 4 L 0 7.Plates assumes adequate drainage is fprovided. ` �,. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111101111111111 TPI/1MCA in BCSI,copies of which will be furnished upon request. git coincideicwith joint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4.16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0' V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7.17=( -444) 1282 BC LATERAL SUPPORT <= 12°OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0° TO 43'- 9.0' V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0° TO 43'- 9.0° V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9-10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC LONG LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12=( -5882) 2108 9-19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=( 0) 0 19.10=( -182) 968 12-13=( -6614) 2320 10-20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12-20=) -498) 1858 OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20-13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,0N18 (or noprefix) = CompuTrus, Inc 0'- 0.0° -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series Join together 2 ply with 3°x.131 DIA GUN nails staggered at: COND. 2: Design checked for net(-5 nsf) uplift at 24 "0c spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005° @ -1'- 8.0" Allowed = 0.167" 9° oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.594" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5" 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does f f f f not exceed 19% at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0-06-is-r11 4-10-02 2-07 04 f 3-07-09 4-02-13 '( f 6-02-11 f 5-04-08 4-03-14 f T Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 4533.30# 4533.30# '( load duration factor=l.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.001/ M-4x85 6 M-3x5 025" M 30x5 11 M-5x6 X16.00 in the plane of the truss only. 7 8 9 0 M-3x44 M-1.5x3 M-1.5x37 \/ ,3 3 M-3x10 M-3x8 0 00 1 M-7x10 M-3x8 M-7x8 18 0,2519 M 20 3x8 *da CDo **2X WEDGE M-7x10 a 2.75 W/(2) M-3X4 TYP. 2.75 - M 7X8(S) 12 12 ) > > ) ), > y y -05-0$ 6-09-12 5-02-12 y2-00, 9-02-04 9-00-08 9-00-04 y , 2-05-088 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH1 <��t IINoFFss% Scale: 0.1467 '7i5//r 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �J `1 p7' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G„I E Truss: DH1 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r. DES. BY: W is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'0.0.respectively unless braced throughout their length by _r �!^ P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -y SEQ. : 6051344 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� J�r Q'.,� and are for"dry condition"of use. -7 y design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 " 2:3 „loll"- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M..F0111..\-. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIID VIII VIII IIII IIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished uponrequest. git coincide withizjointain che. 9.Digitssindsize of plate in inches.li . MiTek USA,IDC./COmpuTfUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 IMIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0' O.C. 2- 3=(-5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF #1&BTR 3- 4=(-4703) 2253 16-17=(-1804) 4102 4-16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17-18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19.20=(-1689) 3826 7-17=( -142) 657 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20-14=(-1308) 2765 17- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=(-2734) 1406 9-19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 19.10=1 -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10-20=(-1364) 635 13-14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20-13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.329' @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174' @ 43'- 3.5" 13-03-11 17-04-10 13-00-11 f f f f NOTE:Design assumes moisture content does 3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 not exceed 19% at time of manufacture. T T TT T T T T Design conforms to main windforce-resisting 2-07-0 3-07-09 1-03- 2 6-02-11 -05-0 4-03-14 system and components and cladding criteria. 1' T T 1' T T T T T 1' '' 1' Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 11 T T load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00[7- M-5x65 M-3x4 B 0�P5" M-13x5 0 M-4x6 "----J 6.00 in the plane of the truss only. 13,. M-1.5x3 +2; < M 115 16 17 -� I6 .. <o o M-7x10 M-3x8 M-7x8 18 0.251,9 20 *14 0 M-7x10 M-3x8 0 a 2.75 **2 (WG3X4 TYP. **2X WEDGE 2 .75 o M-7x8(S) 12 12 ) ,l ), )' y > y y 2-05-0 6-09-12 5-02-12 ,2-00> 9-02-04 9-00-08 9-00-04 y , 2- 05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 \c��EG?N OFFs(9 /5i1 WARNINGS: GENERAL NOTES,unless otherwise noted: �� P 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 E Truss: DH2 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. ,/i 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.� DATE: 9/5/2014 responsibilitybuilding designer. continuousxImacridging or such l bracingas requiredsheathing(TC)ereown drywall@C). .,,,..0,4911/0. C, the overall structure is the of the 3.2x Impact sheathing h t or lateral plywood where shown++ - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -)'7 OREGON Ix 1.(/ SEQ. : 6051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G ,j N A,, design loads be applied to any component. and are for"dry condition"of use. /Q '9}� ,�4 rLQ -A.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if `S. fabrication,handling,shipment and installation of components. necessary. MSR RIO- 6. 7.Designlaesassumes adequate one hdrainageciso truss, This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I II II VIII VIII VIII IIII VIII III III TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 #11111111 IIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3-15=( -786) 419 WEBS: 2x4 KDDF STAND; 3. 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4-16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=( -702) 2427 5-16=( -340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=( -702) 2427 5-17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19.20=( -884) 2558 6-17=( -358) 762 8-10=(-2214) 1077 20.13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2552) 1114 8.19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -322/ 2034V -181/ 191H 5.50• 3.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 9.0" -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] JT 13: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0° Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0" Allowed = 2.142° MAX TL CREEP DEFL = -0.474" @ 14'- 6.0° Allowed = 2.856' MAX HORIZ. LL DEFL = 0.124• @ 43'- 3.5" 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 5-04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 T 5-10-08 0-04-11 5-04-05 5-05-10 5-04-05 Design conforms to main windforce-resisting �� system and components and cladding criteria. T 16-06-08 T T 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 67 M- x8 • 0load duration factor=1.6, 6.00 h M-3x4 6.00 Truss designed for wind loads 5 "' in the plane of the truss only. M-5x6(S) M-3x4 0.25" 1 4 °` ,+ +, + M-1•5x3 2 M-3x5 /* �. M-3x10 0 M-3x10 A ,` v 1 4,-11.r: 14 15 16 M�4.e 9 ** o M-3x4 M-5x10 17 18 20 13 o M-5x8 M-1.5x3 0.2519 M-3x4 0 **2X WEDGE M-5x10 0M-5x8(S) -.2.75 W . M-3X4 TYP12 . 2.75 0 12 ) ) > y i' y > y y ,-05-0$ 5-10-08 6-02 y2-00y 5-06 5-10-12 7-09-02 8-01-02 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH3 , .x MFAI„, 6, Scale: 0.1338 �� /5// �Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� `� 7, -�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 921,P E Truss: DH3 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• LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d j '�'- Pcin 9(r ) rywall(BC). DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ /'� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' A_OREGON mac/ SEQ. : 6051346 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ "�!� Q�� design loads be applied to any component. and are for"dry conddion"of use. /4 k 1 4 4 TRANS I D: 407540 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 rL necessary. MFR R I L\-0 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 111111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines dawithizjoint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-4923) 2340 14-15=(-1814) 3872 3.15=( -786) 446 2x4 DF STAND A 4-3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 LOADING 5=(-2869) 1592 16-17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17-18=(-1114) 2427 5-16=( -401) 1042 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-1185) 2558 6-17=( -394) 762 8.10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2552) 1476 19=( -457) 292 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1564 10-0-19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1611 19-11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -56) 319 OVERHANGS: 20.0" 0.0" M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -445/ 2034V -182/ 192H 5.50° 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -374/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing i M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 13: Heel to plate corner = 2.25" MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" T MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-X05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 5-10-08 �3 03-12� -05-0f 5-05-10 5-04-05 not exceed 19% at time of manufacture. T Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. 7 9 f T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00/ 6 M- x8 0 .\J6.00 load duration factor=1.6, M-3x4 M-5x6(S) 5 inTruss thedplaneed offor thewtruussoads only. 0.25" M-3x4 M-3x5 + :+ + + M-1.5x3 M-3x10 2 if M-3x10 u' p 1 ' 14 15 16r�'4e a , A ,� o M-5x8 M-3x4 M-5x10 M�5x10M-1�bx30.25''P20 * 38 a 2.75 **2X WEDGE M-3x4 O 12 W/(2) M-3X4 TYP. 2.75 M-5X8(S) i, ), ,J/ y 12y y y y y 2,-05-0 5-10-08 6-02y2-00, 5-06 5-10-12 7-09-02 8-01-02 , ,-05-08 12-00-08 2-00 27-03 J, 1-08 43-09 y JOB NAME: POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 �K� �Gy/NR`��ss/0�/ 11 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /✓/!r -Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: DH4 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. 41,01001,,00" 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 ` �S� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'�'. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. pL A..7'T OREGON 40 SEQ. : 6051347 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, Q` design loads be applied to any component. and are for"dry condition"of use. �1 �L TRANS I D: 407540 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 / A. Q 7 Ll 2� T fabrication,handling,shipment and installation of components. necessary. �^ �Q` 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne drainagehcis provided. `R R I L�' VIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50° 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7° -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COMB. 2: Design checked for net(-5 Bsf) 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T T MAX IC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10,00 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 00100/11riall load duration factor=l.6, Truss designed for wind loads 03 C0 in the plane of the truss only. 0 0 NC7/- 0cy -/ M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;dts:2,4,31 Eo P R()Fes JOB NAME: POLYGON PLAN 5-D NH - EJ1 Scale: 0.6772 ..,...,<0' 'NE s% WARNINGS: GENERAL NOTES,unless otherwise noted: !Q 2 S,F7 E 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 -'/`Ji Truss: E I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper U 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 `fir, 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. be SEQ. : 6051348 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, `1C';\ h� design loads be applied to any component. and are for"dry condition"ri of use. G/0 .1 i' 1 4, `_ 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility forme necessary. M4R R I1-�' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center i VIII VIII VIII VIII VIII VIII VIII(III(IIITPI kAin BCSI,copies of which will be furnished upon request 9 (ines Digits cmicae with a sizeofoint plate in cennes. ter 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2-4=(0) 0 2-3=(-96) 73 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5,50" 0.52 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2" -10/ 63V 0/ OH 5.50" 0,10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( g) 3'- 11.7" 68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 001 uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' 12 MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 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. rn o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, (73 Truss designed for wind loads in the plane of the truss only. co /- o01011111.11 o� 4�� y M-3x4 J, y ), i- 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3I Da JOB NAME : POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 �5- -� GPN�y�Fj,�'0.n WARNINGS: GENERAL NOTES,unless otherwise noted: C(r `r/! I 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E 9r Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. // 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 is the responsibility of the erector.Additional permanent bracing of 2'c.c,and at 10'c.c,respectively unless braced throughout their length by 414111W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). WOJP,- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ _. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. pL ,,OREGON SEQ. : 6051349 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y es 5'. �� TRANS I D: 407540 design loads be applied to any component. and are for"dry cond ion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 AT' fabrication,handling,shipment and installation of components. necessary. + �y`_ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MFR R I L, V I 111111��1111111111 11111 11111 11111111111 a.Plates shall be withjoitl on both faces of truss,and placed so their center TPIMIrCA in BCS(,copies of which will be furnished upon request. lines coincide joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-144) 105 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7° -103/ 153V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 nsf) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" '' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 10.00 NoTnotEexxceedn19%s atas timelofure manufacturdoes e . Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. V3 o �- 0 ►� 4021 M-3x4 y ), y y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I �Q`c O P.n. JOB NAME: POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134 �� j15%l °� WARNINGS: GENERAL NOTES,unless otherwise noted: !.9 P E c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: EJ 3 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. AO,: 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �S' is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r�r DES. BY: LJ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �1t 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. : 6051350 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, Z �_ design loads be applied to any component. and are for"dry cond'aion"of use. G/Q �� 1 4, 0� 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS ID: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. MSR R 41-�- Via fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPI k Ain BCSI,copies of which will be furnished upon request. 9. MiTek USA, (Digits ines iidicate ncide s ie of plate ininoint chnes. es. 10. 10.Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111E 11111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-194) 138 72 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) Connectorplate prefix designators: 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) p g LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1.50" 0.33 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o, Truss designed for wind loads o in the plane of the truss only. 0 0 1,- co ;co c.'/- F- MEMN 40.M24 O M-3x4 J J J 1- 1-00 2-00 5-11-11 PPROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ4 ' (,<6 t.9- PROFFss Scale: 0.4250 C6' '7/5//p_ �O* WARNINGS: GENERAL NOTES,unless otherwise noted: CC�/ i▪ /5 '/�y -S1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P Ere Truss: EJ 4 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. i ' /! 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 / �� continuous sheathing such as plywood sheathing(TC)and/or drywall BC. / '�'-- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) n it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051351 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G � �� design loads be applied to any component. and are fon"dry condition"of use. <0 -7 y 1 4 ,ON -L. TRANS I D: 407540 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 T fabrication,handling,shipment and installation of components. ecessary. `R R�1 7.Design assumes adequate ne hdrainage iso truss, '44/ti- t- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII IIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 45 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.00 / REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 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. 3 -/ Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), En load duration factor=1.6, o Truss designed for wind loads 0,,,- o in the plane of the truss only. oMO c, o/-- I./ KI4 M-3x4 1 y 1, ), 1-08 1-00 'PROVIDE FULL BFARING;Jts:2,4,41 JOB NAME : POLYGON PLAN 5-D NH - P1 Scale: 1.0020 �\co�� FF�, GIN� s/02 WARNINGS: GENERAL NOTES,unless otherwise noted: tG 92• 1 p • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = � E Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �l,� ��"�" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I� Cr. DAT : 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ SEQ. : 6051353 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- ",?' �'�� A, I design loads be applied to any component. and are for"dry condition"of use. Q )' 14 2 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q` fabrication,handling,shipment and installation of components. Dnecessary. MFR R I1.�- P P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI VJrCA in BCSI,copies of which will be furnished upon request Digit coincide with jointpate nr che. 9.Digits inate size of plateetinches.. MiTek USA,InC./CompuTfun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015