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Plans (395) MEMS IM S1-Z011 - 60 L$mi 1332,6 �w A,oecrove_ MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A 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:R41832568 thru R41832579 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFe- < 4/, 87 2PE cn SAT OREGON 4 CSA. HR EXPIRES:06130/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. MITeI( MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-118_UP Fax 916/676-1909 3A 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:R41832568 thru R41832579 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 010N10 cy -To yy ONAL ; April 22,2014 Hernandez,Marcos The seal on these drawingsindicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type ++Qty Ply 3A R41832568 PL14-118_OP F01 Floor 17 1 Job Reference(ootional) _ Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,:Inc.Mon.Apr 21.15:40:4t.2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-GgIZQgaDiPrlBu5g6D6ZM2KUbwgZCHJ3PsbwCOzQQSK I 2-6-0 0 �1 1-2-0 110.11-2 1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 I I 3x4 = 1.5x3 I 13x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _ e e e e _ a 000000000000 _ \ / IN a \ 0 A a- �e • e o �R° 17 16 15 14 13 12 `T'� 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 1Q-i1-21 I 18-9-12 I 11-4-2 '6-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 14, �y'TOMO TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=3689/0,5-6=-3689/0,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 & W1+Jj�y� WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11-1916/0,9-12=0/1262, (t "YG 7-12-756/0 'SI �,• 5$' .a L, NOTES N 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. '!r 3)This truss is-designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI I ''d 4963} 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 {� DIST be attached to walls at their outer ends or restrained by other means. 4. LOAD CASE(S) Standard s`�IONAL C3 , PRQFFss .4t- 870 2PE O .51' :41 EB \ i' • EXPIRES:06/30/2015 April 22,2014 a r A WCAfi1..a.Ver udeggn p,varners and READ f 7FS ON MIS ANL lltatIOES Hf laREFERENCE r`3+iGE 74117473 mg,2/it/201$AFOREUSE ....... Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. -m" 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 -MST. m - 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 avalabie from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 11 Sae-Plena Pine ISpfamber is sip.aditiarh the eteaigl values are these effective 06€01/2411.3 by A€SC Job 'Truss Truss Type Qty Ply 3A LPLR41832569 14-118_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon - - 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:43 2014 Page 1 ID:SygO?CTeSFZSjSNcS1 ttIDzR3Xv-C3QKgLcTE051QCF2Ee81 RTPs6jRAgHTMt940GvzOQSI I 2-6.0 I 1 1-4-4 I EL_HO 1 2-0.0 1 1A I 2-5-8 I1I—2 0 I I 2 1 I 1-4-4 ' Scale=1:41.3 1.5x3 II 1.5x3 II 1.5x3 I I 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e e • o � 7 l'-'N • ..a 1�.SI a �� TA 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x3 II 3x5=3x6= 1.5x3 II 3x8= 3x6= 1.5x3 II 7-10-12 14-9-8 I 64-12 7 -121 1 10-11-0 I 13-7-8 1_2-81 1 19-7-0 I 238-4 I 6-8-12 337-0 3-0-4 2-8-8 7-0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(XV): 14:0-1-8,Edciel,[5:0-1-8,Edgel.18:0-1-8.Edael,117:0-1-8,Edeel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.06 22-24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.10 24-25 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-5-8 except(jt=length)15=Mechanical,25=0-4-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)15 except 25=449(LC 14),19=877(LC 3),16=745(LC 14) 01ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. {)C pi WAS/41 > TOP CHORD 2-3=-1159/0,3-4=1159/0,4-5=892/0,7-8=0/400,8-9=423/83,9-10=-423/83, cy 10-11=0/603,11-12=0/603,12-13=0/597 . ' j BOT CHORD 24-25=0/863,23-24=0/892,22-23=0/892,21-22=0/892,20-21=0/892,19-20=-400/0, , :r TS 18-19 =83/423,17-18=-83/423,16-17=-93/268,15-16=-304/44 f ; WEBS 7-19=590/0,2-25=-932/0,2-24=0/319,4-24=0/403,5-20=964/0,8-19=694/0, 10-16=802/0,13-15=47/329,13-16=-475/0,7-20=0/586 i t kr NOTES 14 9 3T' ' rq 1)Unbalanced floor live loads have been considered for this design. ' 2)All plates are 3x4 MT20 unless otherwise indicated. t`�+"t -- 11 . OlVALI 0. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to y, PR,Qp--. be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 4 O(NEF� Z LOAD CASE(S) Standard tr;' 870 2PE r CP yj,.OREGO n,, �0 fi4 BER 1\ OSA. HR '. EXPIRES:06/30/2015 April 22,2014 t ®aARNIM3-Verily design rasame0rs and READ 10 TES CM THIS AND ThtW0ES HflEK REFERENCE PAGE M77 7473 sea 1,125/2014 BEMtISE Design valid for use only wilt,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 T gk erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage,delivery,erection and bracing,consult ANS1/IP1l Quality Criteria,DSI-89 and SCSI Bonding Component 7777 Greenback Lane,Suite 109 If S tlo oe Firm 1.SP)f available s edlate Institute,velvet Lee Street.ace ram effuite 312,Alexandria,VA ective 22314. Citrus Heights,CA,95610 e fect ve 06/00/2031.5 byA Job Truss Truss Type Qty Ply 3A PL14-118 UP F03 Floor 5 1 841832570 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries;Mc. Mon Apr 21 15:40:44 2014 Page 1 ID:SygDnTgSFZSjSNcS1 ttIDzR3Xv-gF_i2hdPKDc2LgFoLfG_hy2t7sbPluVSpgapLzOQSH I 2-5-4 I I 1-2-0 I 2-0-8 I 2-6-0 1 1 1-4-4 1 Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 23 4 5 6 7 e _,0_ __ e r • el- 1.111111111.11.111.11.11.11111111111111.1 k. Io \ / o 1 r 11 10 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-8.4 13-3-4 I 3-10-4 II I 8-7-12 8O� 12-9-0 I 2-8-4 0-7-n 0-7-n O-Y-B 4-8-0 0-�1-$ 3-11-12 Plate Offsets(XX): 12:0-1-8,Edoel.110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012I TP12007 (Matrix) Weight:58 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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) i NIO , FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. A.5N, TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 0 01 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 1 ' to, 0r,dWEBS 2-12=610/0,4 9=841/0,6 8=-123/255,6 9=444/0 w Gx I NOTES 1)Unbalanced floor live loads have been considered for this design. €%Pr ,�� 2)Refer to girder(s)for truss to truss connections. 49639 r` 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. i.�qzi 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. ' s riS , ' 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'S10NAL-ell- 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �C� ) P R O, - L 87022PE r ytin vc, ,cv 4>.OREG•N n� 4/ 'IlaER `$5A H ' EXPIRES:06/30/2015 April 22,2014 9 A muiliz-Ueifydeazyn pararawters sod READ IOW ON THIS Ale LA.L FD NUM REFERENCE MENU 7473 sec 7125/20148F fEtS£ is Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for on individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - _erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M(Tek` fabrication,quality control storage,delivery,erection and bracing,consult ANSI/7PI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 3f&astfnem.Pine OP)timber is Spin Med,thrWWII are..those effective 06/03124313 tr•A SC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 3A R41832571 PL14-118 UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake-Oswego,Oregos 7.510 s Jan 13 2014.MITek Industries,Inc..Mon Apr l i 15:40:44 2044 F.'av'I ID:SygD?CTgSFZSjSNcSIttIDzR3XvyF_i2hd5?KDc2LgFoLfV Mi2f7r?PIoVSpgapLzOQSH I 1-9.0 I I 1-6-12 I 1 1-2-12 1 1 1-6-0 1 1 1-2-0 1 1 2-7-4 I Scale=1:21.8 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 6 7 3x4= g 1 2 3 4 5 a a L. .000000000000._. .1.444%0444% 7 7 Amex 7 0.000000;,-, -: O N N _ 7 e e d o c. b 15 14 12 11 10 9 3x4= 3x5= 3x4 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 5-2-8 I 12-6-12 I I 5-2-8 7-4-4 Plate Offsets(X,Y): f6:0-1-8,Edoel.f7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 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) 13=608/0-5-8 (min.0-1-8),15=202/Mechanical,9=284/Mechanical Max Gray 13=621(LC 7),15=236(LC 8),9=291(LC 4) of IO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. a C? a TOP CHORD 2-3=290/6,34=290/6,6-7=476/0 t BOT CHORD 14-15=0/287,13-14=286/18,12-13=-292/15,11-12=0/476,10.11=0/476,9-10=0/476 Cs ',— lir WEBS 4-13=-606/0,2-15=331/0,4-14=0/426,6-12=-302/0,4-12=0/447,7-9=-510/0 r �:k„ 0 to L3 , 1. NOTES / 1)Unbalanced floor live loads have been considered for this design. 1. 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,P .4 49639 ki 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 Q4 &r' .7 be attached to walls at their outer ends or restrained by other means. t(' 5)CAUTION,Do not erect truss backwards. ,s,.,.. Aj. � LOAD CASE(S) Standard � t?�o PROF�SA1 GIN ' t _kJ "7 g<' N ySATOREGO ti ,Au �,-," AgEB �� P - A4 vieV1/4 EXPIRES:06/30/2015 April 22,2014 4 t A WF4FstdP.16 Ver t y desizri raramemrs a d READ PINES C?y MIS AND I/K1I/0ED tf/TEK REFERENCE MC'E HIF 7473 me 1/2/20348>?TO.REtfSE 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 - w/f'T�ir - °'- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Mf 1 R fabrication.quality control storage,delivery,erection and bracing.consult ANSI/TPI1 QuaBy CrBeriu.OSB-89 and BCSI Building Component - '7777 Greenback Lane,Suite 109 ISafely Information available from Truss Plate fS Southern Pbse(W1 lumber kuperified.Nurril :gem: axe thSuiteea 02/2023 byMSC 4. Carus Heights,CA,95610 Job Truss Truss Type Qty Ply 3A L14-118R41832572 F05 FLOOR 4 1 R41832572 Job_Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-8SY4F1ejmdLTfVPRL2AVXuV9QX6v8AMfKTZ7LozOQSG I 2-3-12 I I 1-2-0 1 1 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 1 2 3 4 5 6 7 • —4/— -----------------------\i o N o �• e • 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8.Edael,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ; TOP CHORD 2-3=-1204/0,3-4=1204/0,4-5=-1646/0,5-6=1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WASk, "Yr Wilf WEBS 3-10=0/263,2-12=1310/0,6 6=1198/0,6-9=0/579,4-10=-545/0 NOTES i R, G1, it 1)Unbalanced floor live loads have been considered for this design. .._,/ N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '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 49639 4,14 be attached to walls at their outer ends or restrained by other means. 1(i LOAD CASE(S) Standard kl s,s,,, 0 x,90 PROFF.,, �,�' ,CNS"IN SF•, i0 87022PE p' ` y `"'°>, OREG.N r5 i . , �4$EB 1N \Q `� A. He?, EXPIRES:06/30/2015 April 22,2014 a r ®lARNI!sf3-Ver.'tydesign purametnrsand READ 1k71lSONImmo!MUSED MI TE EFOTsEfG PASSMM.7473nen 128/2S14* 3RELSE ........ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the `.,.— •,, - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVII� e fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/fill Qually Crtieda,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. IfSauthemPisnefsP)iumberisnso fied,rho designvishes um those 01/2OIS by ALS+C Citrus Heights.CA.95610 Job Truss Truss Type Qty Ply 3A R41832573 PL14-118_UP F06 Floor 1 1 Job Reference(oottoral) Pacific Lumber&TivsS Cu., Lake Oswego,Oregon - 7.510 s Jan 13 2014 MiTek.industries,Mc.-Men Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttlDzR3Xv-8SY4F1ejmdLTNPRL2AVXuVFfXC48Eoft<TZ7LozOQSG I 1-6-0 I 1-4-0 I I 1-2-0 I I 1-1-8 I Scale=1:13.6 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 J _ _z z,.. L 0 N Ke e .........,.......Ni 3x4= 7 10 9 8 3x4= 3x4= 3x4= I 31-0 I 0-7-0I 0--0 I 2 1 8 3-1-0 Plate Offsets(X,Y): 18:0-1-8,Edael.19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:33 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=308/0-2-8 (min.0-1-8),7=308/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONTO TOP CHORD 2-3=510/0,34=510/0,45=510/0 }' BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/369 WASP), WEBS 2-10=-443/0,5-7=443/0 1 4s'' r 0„3,} ,..{( 4, tw NOTES N 1)Unbalanced floor live loads have been considered for this design. 1 2)Refer to girder(s)for truss to truss connections. _ . 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '.4: ,b 49639 4r 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 in I. be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '<' . PRQ,CFss c\ �NC'(N�F9 10,09 't. 87022? 1- y �-0TDR GON e?,, X00' 4I ER 1� �. SA. He. EXPIRES:0513012015 April 22,2014 1r ®ifAFsAtI,Y.i yer.'tyrtcszpra pram yrs sect READ WITS ON THIS Is4Ct izEt)MID(k€FEAEfrtE PAGEma7473 fog,1.125/2014 BEMUSEa 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 Mll Bi�'p� 4 is for lateral support of individual webmembers.only.Additional temporary bracing to insure stability during construction is the responsibility of the _ v'm1}sfpxeq„" , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IFP F R fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 QuaBy Criteria,DSI-89 and BM Building Component 7777 Greenback Lane,Suite 109 iflSou5ltheaPinet'Sd1 available lumbers specified,Plate design.Institute, 8tues areLee Sasseeeective 06/051201.3 by.A22314. Cltms Heights,CA,95610 Job Truss Truss Type Qty Ply 3A R41832574 PL14-118 UP F07 Floor g 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-de6STNeLXxTKHf dvmik361P1oxY4tgFoZ7PubEzOQSF I 2-6-0 10-7-8 I I t-2-0 1 1 1-3-4 1 1-6-0 1 I 2-5-8 I I 1-2-0 1 1 1-11-0 I Scale=1:23.7 1.5x3 II 1.5x3 I I 1.5x3 I 1.5x3 II 1 2 3 4 5 6 7 8 9 e e e a a i e e - e o N \ 1111111114%11441111111, — 011001.1111.11.1111.1.11.111111111 --. – -41141111144141111111411t: o: a' a ee e a 11 16 15 14 i�1 12 11 3x8= 1.5x3 11 1.5x3 II I 3-4-8 13-11-8 1 4-6-8 1 7-6-12 I 10-3-4 110-10-4 111-5-4 1 13-7-4 I 34-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edge1,18:0-1-8,Edgel.114:0-1-8,Edoe1,F15:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:63 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:13-14. REACTIONS (lb/size) 16=298/Mechanical,13=668/0-3-8 (min.0-1-8),10=219/0-2-4 (min.0-1-8) Max Gray 16=318(LC 10),13=670(LC 9),10=235(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 'TONTO TOP CHORD 2-3=539/0,3-4=-539/0,4-5=-539/0,5-6=0/262,6-7=0/268,7-8=-312/0 a� v WASif , BOT CHORD 15-16=0/547,14-15=0/539,13-14=-15/347,12-13=0/312,11-12=0/312,10-11=0/312 C.+ " - Y WEBS 2-16=590/0,5-13=508/0,5-14=0/328,7-13=-504/0,8-10-350/0 4 ' 11'x, ,' ,(?j .4 NOTES f3 1)Unbalanced floor live loads have been considered for this design. t 2)All plates are 3x4 MT20 unless otherwise indicated. ftr 3)Refer to girder(s)for truss to truss connections. Et) 49639 a 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)_10. O 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/-P!1. ' 'S 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'cl`,$` . be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard .4,(,,Y1/4' �4 p PROFFSo ,`c N 3INE R /� `t. 870 2PE CD 04 -0),REGO ti <U O '18ER1N ©S A. He `*�A EXPIRES:06/30/2015 April 22,2014 i 0 ®*MINS-Waydesipn parameters and READ 10 TES ON HES AM INCL £4 HY7£Y REFERENCE PAGE Mfr-7473 mt.1 2S/2034BERMEYd5£ Design valid for use only with Muck connectors.This design is based only upon parameters shown,andis for an individual building component. Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for laterat support ofindividual 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,delvery,erection and bracing.consult ANSI/TPI1 Quaily Criteria,DSI-89 and BCSt Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 ifSmuthern Pine riSPl hmalxr is specified,the eiesigatestues are those eifeccticm 06FO1/2O13 LtyALkC Job Truss Truss Type Qty Ply 3A R41832575 PL14-118_UP F08 Floor 2 1 Job Reference(optional) Pacific toolbar S Truss Co., Lake Oswego,Oregon - 7.510 s Jan 13 2014 MiTekindustries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv 5ggggjfzlFbBvpYqTTDzcJaWsKjlc?byon2EPgzOQSE I 2-6-0 I 1 1-0-10 II 1-2-0 II 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 - 2 3 4 5 6 7 8 e �� e � ems- _ N. N e 0 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-10 I 11-6-10 1F-1-101 I 19-0-4 I 11-0-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel.17:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0'10Ni°lie 7 7,_ TOP CHORD 2-3=-3020/0,3-4=3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798Cyd 3 ' WEBS 2-17=1937/0,2-16=0/1323,4-16=685/0,4-15=28/296,5-15=266/0,6-15=69/599,9-11=1940/0,9-12=0/1285, 7-12=786/0 k_, a NOTES / N 1)Unbalanced floor live loads have been considered for this design. %. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. iir 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,p 49639 'f+` 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 O t(r , be attached to walls at their outer ends or restrained by other means. S10NAI LOAD CASE(S) Standard �t O f R Qpess C~cam 4 it? /qct 870 2PE - '0) OREGO (f', ),44/ 0 EB A. Heck-- EXPIRES:06/30/2015 April 22,2014 4 F A t9ARNIMI-Verify design paramelars and REA€+POTS ON MIS AND MOO MITE,Y REFERENCE Aark tflr 7473 mg/129/2014 SETAEU USE , Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. bill Apptcabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown . -is is fotksteratsuppodeof individual webxnembers only.Additional temporary bracing to insure stability during construction's the responsibility of the , w ...,-� ,<;, .,i,,,, tf �f�/ *' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mffek' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quafly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 e cent seas (VI lumber is specified,the design vetoes aril ttrasa eUfectave r x1,4013 byAiSC Job Truss Truss Type Qty Ply 3A PL14-118_UP F09 Floor 3 1 R41832576 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon - _ „ _.. '--':- -:_ 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-5ggggjfzlFbBvpYqTTDzcJaWrKkc?ayon2EPgzOQSE 1 2-6-0 I 1 1-0-14 ii 1-2-0 I of 11-2H Scale e 1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e I. .000........... - 1144444144.44\4, : N� e e C. 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-8-14 I 11-6-14yZ-1-11 1 19-0 -8 11-6-14rI 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1ONIO b. TOP CHORD 2-3=3025/0,3-4=-3025/0,4-5=-3791/0,5-6=3791/0,6-7=3457/0,7-8=-2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 da , WAS WEBS 2-17=1940/0,2-16=0/1326,4-16=687/0,4-15=25/297,5-15=265/0,6-15=-69/600,9-11=1943/0,9-12=0/1287, C., (;)0X 7-12=789/0 RAv # r,s NOTES `..; t'1 tit 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. l5� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. b 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' be attached to walls at their outer ends or restrained by other means. '"', 'I$ 1 LOAD CASE(S) Standard 01VAI6 � .0 PRQp4:, ~ GINE. ../51:-!„9/0 E- f0 87022PE r • y �ATORES tN q.„(--.) qs A. HERS, EXPIRES:06/30/2015 April 22,2014 t A A tfuoirms Year design parameters and REALt>DTESGtlmrs MIMED MITE!f-REFERENCE PAGE m 7473 rex 1129,1241dBEM U " r_� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown - -.is for lateral support of individual web members only.Additional temporary bracing to insure stability:during construction is.theresponsibifityOf,the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M)Tek- fabrication,quality control,storage,delivery,erection and bracing.consul ANSI/TPil.Quality Criteria,DS11-89 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 Hei ifS:aunhere $SFj Fdnetnaalazr fg sast£taffi.the design uatues ate ase effective06fO3f2Ai.31sgrkt ghts,CA,95610 Job Truss Truss Type Qty Ply 3A R41832577 PL14-118_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&'Ttvss Co.,-" Lake Oswego,Oregon -- •- 7.510 s Jan 13 2014Mi fek'Industriesi9M:.Mon Apr 21 15:40:48 2014 Page ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-Z1DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD 1 1-8-4 I 1 1-2-12 1 2-6-0 I 1 1-2-0 1 1 1-3-0 1 1-6-0 I Scale=1:22.1 1.5x3 II 3x6= 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 • o e e IISN . e • K' 14 * 12 11 10 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4= 1-11-41 9-1-8 1 9-8-8 1 12-8-8 I 1-11-4 1 6---44 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edoe1.110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Ina* YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:59 lb FT=0%F,0 kE 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) 14=381/Mechanical,13=1097/0-5-8 (min,0-1-8),9=390/0-2-8 (min.0-1-8) Max Uplift 14=-438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) yONIO Tn+ + FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q w ' +' TOP CHORD 2-3=0/802,3-4=-661/0,4-5=-661/0,5-6=-799/0,6-7=799/0 7_... '_ Car y BOT CHORD 13-14=802/0,11-12=0/799,10-11=0/799,9-10=0/497 47f Pk., ti S WEBS 2-13=588/0,2-14=0/918,3-12=0/891,3-13=-810/0,7-9=-598/0,7-10=0/393 4o NOTES 4 1)Unbalanced floor live loads have been considered for this design. id r4, -yr 2)Refer to girder(s)for truss to truss connections. 1149639 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 0,e0 �4' y 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=438. ,{4',�y G 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S)4NAL 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 4&'�� P R Op�st� C7.c, GIN •••,/ /a, 4� 870 2PE �r" 7 ''0? GREG N , G7 �1 O0 ZER ' 4, A. He ' EXPIRES:06/30/2015 April 22,2014 I . a WARM-Verfyrfesigoraramerrrssod READ NOTES ONMIS AND 7P4 .WEDffITEX8EFE8EMEPGGENII7473:ec3/i9/2014 USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. s Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown isfatiloterai support of individualweb members only..:,Additional temporary bracing to insure stability during construction is the responsibiAdy of the .,. . - : ;7reyt'�'` ,''''E erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 Ie fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component - 7777 Greenback Lane,Suite 109 SafetyInformationail from Plate e,al1Street,Suite Alexandria. 22314. Citrus Heights,CA,95610 if enPiesaciffeck values essalect:kmO/03o3y MSC Job Truss Truss Type Qty Ply 3A R41832578 PL14-118 UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon _ .....a, --.;,- -. : 7.510 s Jan 13 2014 Miiek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 -- ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1Dnb5PhEgsrv87iCauFRhkfvc8Zm408EF5XLUZzOQSC I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 • • Ys _ • s I — _ — N iiiii IIIIIIIIIIIIIIIIIIIINN . • e e • 1/ 1 Z 11 10 �, 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 1 3-3-4 13- 10-4 I I 8-7-12 12-9-12 2-8-4 0-7-0 0-7-0 0-Y$ 4-8-0 � 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Upiift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) . cONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. was • TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 y BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ,r)+d WEBS 2-12=610/0,4-9=841/0,6-9=-452/0 fr Rr 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)12,8. t) 49639 $ 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)8. t . Q 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. ts 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S`r�N�� G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard -cotO P R QF4'6s `t- 870 2PE v- u) 04 -7 �'c.,OREG N r;© 1t/ A lie EXPIRES:0W30/201 5 April 22,2014 s r A WNW,Area ydesign ra ameivrs and READ FX1111 CM 1911 ANDAMU!)M11FX SEFERENa WOE Nil 7473 me 1/29/2Vil BiFORE 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-ofcomponent is responsibility of building designer-not truss designer.Bracing shown III is for lateral support of individual web members only..Additional tempwarybracing.to-Insuie lyril ty.hung•construction is the responsibillity of the e ;.- erector.Additional permanent bracing of the overall structure is the responsibility of the buldingdesigner.For general guidance regarding MITe fabrication,quality control storage,delivery,erection and bracing,consul ANSI/TPII Qualiy Crileda,DS8.89 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 95•ushean Pine(SP)Member is . .r the fres are: effective 06/01/5013. by.AtSC Job Truss Truss Type Qty Ply 3A R41832579 PL14-118_UP F12 Floor 1 1 Job Reference(optional) .. - Pacitrc Lumber 8 Truss Co., Lake Oswego,Oregon - ' 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-1 DnbbPhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC I 2-6-0 I I 1-4-4 1 1 1-2-0 I I 1-3-4 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 i 'Z "....''''''''''''''''''''''.."-e 0 N I "------------ ------------' ------- -.. 7/7). ° a o- e e e 1 11 10 9 3x4= --- 3x6= 1.5x3 II 3x4= 3x4= I 6-8-12 1 7-3-12 17-10-12 1 10-11-0 I 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 14:0-1-8,Edgel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-4 (min.0-1-8),8=475/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 3x101N1O t,, TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=1064/0,5-6=-1064/0 F` {7 T BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 & ,-,1WAS r� WEBS 2-12=998/0,2-11=0/383,4-11=-22/331,6-8=-749/0,6-9=0/566 G ,S . f.), NOTES CO ., `:, G� tl1 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. y` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to •IA49639 '� be attached to walls at their outer ends or restrained by other means. C1, 't0TS'I`EW LOAD CASE(S) Standard 5 6)vAL 3 �C, ` 'OPRQFk- ,cNG(NEFR S/0 9 't" 8S2PE / f LP c+4 g. 7 fi''), OREGO tic 41 0 448ER a' 4`). A. Nec EXPIRES:06/30/2015 April 22,2014 1 1 A WARNIN6-Verify design;asaamersantiREAD NOTES ONflISAM i'CLIZED HITEK REFERENCEPt1 HII-7473rrr:T,/29/2OPSBEMUSE imil...... 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 isiorJateral support of individual web members only.Additional temporary bracing to insure stab Sty during constructionis the responsibllty of the -,`> �a;�r erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding miTek.fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sate 109 ify ALSC Information atssenr from Truss PlatecInstitute.grssrou uarreeettreset Suiteec3e126/01/203..s 22314. Clrus Heights,CA,95610 Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths offsets are indicated. I Failure to Follow Could Cause Property (Drawings rat to scale) Damage or Personal Injury raj= Dimensions are in ft-in-sixteenths. hm Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. , 0'1/1 6' MilMeallillEEMI 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves O 4 may require bracing,or alternative Tor I p bracing should be considered. F � U 111021)?11 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. lj O 4. Provide copies of this truss design to the building 0 For 4 x 2 orientation,locate �$ 6-7 cs-6 designer,erection supervisor,property owner and plates 0-"i'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in�� SYP represents values as published specified. ects,equal to or better than that i� Indicated by symbol shown and/or by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling is installed,unless otherwise noted. im 15.Connections not shown are the responsibility of others. Indicates location where bearings *ill 4 (supports) occur. Icons vary but © 16.Do not cut or alter truss member or plate without prior reaction section indicates joint 2012 MiTek®All Rights Reserved approval of an engineer. 11111Z61111 III. number where bearings occur. 17.Install and load vertically unless indicated otherwise. int Min size shown is for crushing only. MEN 18.Use ofgreen or treated lumber may _. pose unacceptable', environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. miel BCSI: Building Component Safety Information, j'J' ( e 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 3T-0' r 1 R 1119' T -r J1 _ J1 J2 _ ` I CJ2 J3 CJ3 J4 - i/ CJ4 $ J5 o �, - Je ` CJe J7 ; 7:12 ` J7 , J9 J9 J10 \ 8 14:12 aIo 4 § J11 14.12 I v _ J9 J9 8 J8 8 J7 J8 J7 _ 8 ' ^ \ o J6 J8 _ a 7:11 . J5 v =o: J4 to\ ,•=, 12 !, < • J3 J4 J3 . J2 J2 1�� 'reillin' A2 i"k _. 1 �2,- , \, CONFORMS TO DESIGN EPT%+ c‘ =� 1,,,-: •_ 1 �u 'v A asoe. ❑ CONFORMS TO DESIGN CONCEPT?T1.1 --• REVISIONS AS SHOWN GARAGE vu: ©CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMING—REVISE AND RESUBMIT / ©CONFORMS TO DESIGN CONCEPT WITH 14.r REVISIONS NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE ��Jr4n 0 NON CONFORMING REVISE&RESUBMIT WITH THE DESIGN CONCEPT ONLY N DOES NOT RELIEVE`-1E 3 ON w. .r x,•_ GENE,ANON,z. C FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE c ei-.. wv w . L M S S..FI,NONS AND AFFNDADLEA_F ttiNAON 4x DESIGN DRAJINGS.AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY F ria OVEN.,a- r aer.:> OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Ey nkxiaFukul 9/22(14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrusInc.2006 FJUIWEK: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL 1♦ PLAN DRAWINGS FOR ALL NURTHERON-TRU . ,. m e Paafi. rI PLAN 3A INFORMATION.BUILDING DESIGNEWENGINEER OF RECORD PLAN. DRAWN BY REVISION-2: RESPONSIBLE FOR ALL S.BUILDING p w TO TRUSS CONNECTIONS.BUILDING 3A / GARAGE LEFT CHECKED BY:: DESIGNER/ENGINEER OF RECORD TO N REVIEW AND APPROVE OF ALL 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. I MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). " " k i . PE`.; t t4' II,fir i .4 14 et - + � o V4 6/1/1/ .. EXPIRES 6/30/t 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T T HM-4x4 3 12 12 ill N14.00 14.00/ M-3x4 0 M-3x4Ai �o old 0 C. ; y y 0-10 14-02 4,..0 PROpt �,s JOB NAME : POLYGON PLAN 3A NH - Al Scale: 0.3098 ` O WARNINGS: GENERAL NOTES,unless otherwise noted: '" . T 7 1 P E 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 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiR during construction 2.Design assumes the top and bottom chords to be laterally braced at 48.411011.111' Po ty g 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by n,/� rr 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: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(t 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1X SEQ. : 6049749 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, d 2 �.,�-'� design loads be applied to any component and are for"dry full b on"of use. f�} -7 /4 � T- TRANS I D: 407427 5.CompuTrus has no control over end assumes no responsibility for the 8'necessary.Dn assumes full bearing at all supports shown.Shim or wedge if r^�tt{ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R i111.-� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CA in I,copies of ch will be urnished upon de with joint center lines. I IIIIII Ell IIIII IIIII IIIII IIIII IIIII IIII II MiTekU SA,lnc..//CompuT us iSoftwaref 7.6.6(1 L)-E request. 10.lines basicconnectorof plate design vlate in alues see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -26) 80 1-7=(-100) 365 1-2=(-634) 160 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-521) 200 7.6=) -60) 308 3.7=(•193) 231 WEBS: 2x4 KDDF STAND; 3.4=(-433) 255 7-4=(-255) 413 2x6 KDDF #2 A LOADING 4.5=(-448) 261 7-5=(-228) 246 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-580) 193 I TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: ' 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0' -75/ 585V -216/ 217H 5,50" 0.94 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0' -84/ 584V 0/ OH 5.50' 0.93 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M20HS,Mf8HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01 MAX LL DEFL = •0.014' @ 3'• 2.7" Allowed 0.650" MAX TL CREEP DEFL = -0.028' @ 3'• 2.7" Allowed = 0,867' 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'. 5.5' T T 1' 1' T MAX HORIZ. TL DEFL = 0.005' @ 13'. 5.5' 12 12 M-4x6 NOTE:Design assumes moisture content does 14.00 V4.0" N 14.00 not exceed 19% at time of manufacture. 4 Design conforms to main windforce-resisting ii system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 'II (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. M-1.5x4 M-1,5x4 ./- M-3x4 �66 CV !1C. s5 7 c:::, i f- 1** 7 --6 M-3x8 M-3x8 M-3x4 1, y y 6=10 7-01 y 13-11 JOB NAME : POLYGON PLAN 3A NH - A2 1 ! /t 1 f ' PJ/ 1 Scale: 0.2795 WARNINGS: GENERAL NOTES,unless otherwise noted: 2,41 c- 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 4 . .7(� P E Truss': A2 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 ,�,° continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -18 DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '}x' Q ,�; 4SEQ. : 6049750 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ✓. loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a nuncorrosIve environment, 1. v �� / I(, TRANSp design loads be applied to any component. and are for"dry condition "of use. / •7 y oo 4- 1 Q: 407427 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 14 �th fabrication,handling, nesessary. `i ` V shipment and installation of components. 7.Design assumes adequate drainage is provided. 1�4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. Tines coincide with joint center S Digits indicate size of plate In inches. c p MiTBk 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 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- Sc) -606) 2842 BC: 2x6 KDDF #1&BTR 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) Connector plate prefix designators: 13'- 11.0" -1377/ 61010 0/ OH 5.50' 9.76 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin9.l ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.039" @ 6'- 10.0" Allowed = 0.650" 9' oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.078" @ 6'- 10.0" Allowed = 0.867" 7" oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.010" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.017° @ 13'- 5.5" 6-10 7-01 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T 3-07-08 T 3-02-08 T 3-02-08 T 3-10-08 T Design conforms to main windforce-resisting system and components and cladding criteria: M-4x6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 34.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, 8 inuss thedplaneed offor thewind trussoads only. • s" 12 12 N14.00 14.00/ M-4x12 M-4x12 M-1.5x4 M-1.5x4 N `iv-`iv- I1 T 111111111k :a T e0 p 0 1 6 v 7 8 .:5 M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 p 1, y 1, I 3-05-12 3-04-04 3-04-04 3-08-12 I I 13-11 t ip RROpe JOB NAME : POLYGON PLAN 3A NH - A3 Scale: 0.2495 � es �• 1 y�ryryQ d WARNINGS: GENERAL NOTES,unless otherwise noted: �� f / /+3y = 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 •PE r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: A3 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at N 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughoulthelr le thby " �"'" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. �. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ d 'CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 4 OREGON <tt SEQ. : 6049751 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� V4 25) t,-,"1 design loads be applied to any component. and are for"dry condition"of use. k 1 4 2. fir. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if �^'p p ` !J necessary. "rl fl 11+� V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II III III VIII VIII VIII III IIII TPINYTCA In BCSI,copies of which will be furnished upon request. gdae with joint center tines. N Digitssindicate size oplate 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'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-449) 490 4.5=(-584) 647 4-1=(-407) 395 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2.3=( 0) 0 1-5=(-493) 490 2x4 KDDF #1&BTR A LOADING 5.2=(-503) 451 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 6'- 4.7" -269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) C,CN,C18,CN18onnect (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M1a)HS,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 MAX TC PANEL LL DEFL = 0.528' @ 3'- 0.5" Allowed = 0.568" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.465" @ 3'- 1.3" Allowed = 0.852' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-01 0-03-12 MAX HOAIZ. LL DEFL = 0.005" @ 5'- 11.2" T MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" 3 NOTE:Design assumes moisture content does M-1.5x4 -/ not exceed 19% at time of manufacture. l Design conforms to main windforce-resisting i system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCOL=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. 12 14.00/ v cit co A 0 of M-3x4 0 co 0 N M-344 ere /- 4'"_. --," „..,_-...5 M-1.5x4 M-3x4 )- 6-04-12 6.04-12 (} PROF JOB NAME :` POLYGON PLAN 3A NH - 62 Scale: 0.3120 , 0:t.11/4\f („/(''NF Ms's/ WARNINGS: GENERAL NOTES,unless otherwise noted: SCI �t 2 01 •P7 I 40 �-p 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 T 92®!1-E 1-� Truss: B2 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 rte. is the responsibility of the erector.Additional permanent bracing of if„m to continuous sheathing such as plywood sheathing(TC)and/or drywall BC. CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) 1f 4.No load should be appked to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}7 OREGON ((i SEQ. : 6049752 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. � � � TRANS ID: 407427 design loads be applied to any component. 6. are assumesfor "dry d lullcondition" beadn of all supportsf/� 7 5.CompuTrus has no control over and assumes no responsibility for the Designp shown.Shim or wedge if Q 4 t�. fabrication,handling,shipment and installation of components. necessary. A., ��` �4-. 7.Design assumes adequate drainage is provided. '7 F 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII IIII VIII VIII VIII VIII IIII IIIITPIAMMA In BCSI,copies of which will be furnished upon request, Digitslines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Ein inches. For basicicate connector plsize of atet 10. e design values see ESR-1311,ESR-1988(MITep EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4,7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 124 5-6=(-615) 671 5-2=(-461) 413 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3c(-489) 516 2.6=(-519) 523 WEBS: 2x4 KDDF STAND; 3.4=( -20) 9 6.3=(-523) 482 2x4 KDDF pi&BTR 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' -67/ 421V -254/ 367H 5.50' 0.67 KDDF ( 625) OVERHANGS: .10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.7' -292/ 415V 0/ OH 5.50' 0.66 KDDF ( 625) 8-1.504 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed= 0.083" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed=. 0.111" M,M2OHS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = 0,519" @ 3'- 0.5" Allowed = 0.568" MAX TC PANEL TL DEFL = -0.458" @ 3'- 1.3' Allowed = 0.852" 6-01 0-03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" MAX HORIZ. TL DEFL = 0.005' @ 5'- 11.2'' 12 M-1.5x4 4 -, NOTE:Design assumes moisture content does 14,00/ not exceed 19% at time of manufacture. i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, 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. v co ,;, A o rn M-3x4 A- 9,y' to cJ 1�\, o0 5 6 M-1.5x4 M-3x4 ' y 0-10 6-04-12 c5 ° PROp JOB NAME :' POLYGON PLAN 3A NH - B1 Scale: 0,2979 O WARNINGS: GENERAL NOTES,unless otherwise noted: 4t !9r�7 C"' B1 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: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibitty 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 responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . ar 4. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 �>k A. SEQ. : 6049753 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, v design loads be applied to any component. and are for"dry condition"of use. �a i 4 Q TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if �`'' p t fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. 4^'-R R 11.\ • - 8.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 11111 111 1E1111 IIII111111111 swhich will (1upon request MiTek USA,lnc/CompuT us Software 7.6.6L)-E linescof plate oosiconn connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 11 11 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) i- 2=( 0) 95 2.14=(-1370) 4921 14- 3=( 0) 314 2x6 (f DDF S1&BTA T2, T3 2- 3=(-5934) 1756 14-15=(-1373) 4918 3-15=( -376) 277 BC: 2x6 KDDF SS LOADING 3- 4=(-5598) 1909 15.16=(-1952) 5858 15- 4=( -448) 1733 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16.17=(-2061) 6145 15- 6=(-1751) 843 204 OF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0' V 4- 6=(-4772) 1691 17-18=(-1952) 5858 6.16=( -54) 609 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 0,0" V 6- 7=(-5999) 2204 18-19=(-1373) 4918 16- 7=( -320) 249 TC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 43'- 0,0" V 7- 8=(-5999) 2204 19-12=(-1370) 4921 7-17=( -320) 249 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40,0)= 40.0 PLF 0'- 0.0" TO 43'- 0,0" V 8-10=(-4772) 1691 17- 8=( -54) 609 9-10=( 0) 0 8.18=(-1751) 843 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.11=(-5598) 1909 10.18=( -448) 1733 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 0.0" 11.12=(-5934) 1756 18.11=( -377) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=) 0) 95 11-19=( 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector-date prefix designators: 0'- 0.0" -1035/ 3674V -167/ 167H 5.50' 5.88 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 0.0" -1035/ 3674V 0/ OH 5.50' 5.88 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222° MAX LL DEFL = -0.303" @ 21'- 6.0' Allowed = 2.104" MAX TL CREEP DEFL = -0.601" @ 21'- 6.0' Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.106" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.175" @ 42'- 6.5" 0-06-11 0-06-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 11-11-11 19-00-10 11-11-11 Design conforms to main windforce-resisting T T system and components and cladding criteria. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 f f f 640# f f f 640tf T T Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-7x8(S) load duration factor=1.6, M-5x10 X17.00 5 -M-4x4 y"P5" =M-4x4 g M-5x10 Truss designed for wind loads 8 8 in the plane of the truss only. w\xx h Ak M-3x4 M-3x4 c, M-4x12 `M-4x12 0 0 2 14 15 16 "( I' (7 18 19 -1 3 o M-1.5x4 M-3x10 0.25" 0"25' M-3x10 M-1.5x4 0 =M-8x8(S) =M-8x8(S) Y y ), ), y y ,1 J, ' y y 5.10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 y y 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - Cl ,`,-�'' � �►�R�Fcss Scale: 0,1509 `5 {002%1Q,q le> WARNINGS: GENERAL NOTES,unless otherwise noted: !x rr�� 7 /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).r E Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper /P/ 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ,.+`' 3.Additional temporary bracing to Insure stabitty during construction 2•Design assumes the top and bottom chords to be laterally braced at .�I�rr DES. BY,: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.such tivey unless braced throughout their length)y d Aare• po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. ✓ ' �- DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40. SEQ. : 6049754 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- 'r/ 'a°NI),TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If lb7 4 �� fabrication,handling,shipment and installation of components. necessary. .441 .' � R R 1 L` 7.Designlatesassumes adequated both drainage Is grossed. 4 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIIA IIII VIII VIII VIII IIII IIIITPI/WTCA In KS],copies of which will be furnished upon request, lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 1E1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4''ODE,i#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-14=(-B24) 2487 3.14=(-142) 185 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1109 14.15=(-691) 2324 14- 4=( -38) 317 WEBS: 2x4 KDDF STAND; 3- 4=(-2725) 1105 15.16=(-529) 2175 4.15=(-468) 356 2x4 DF STAND A LOADING 4- 5=(-2275) 1040 16.17=(-529) 2175 15- 5=(-300) 814 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-728) 2189 15- 7=(-457) 187 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 990 18-12=(-860) 2344 16- 7=1 0) 298 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1921) 990 7.17=(-457) 187 8- 9=( 0) 0 9.17=(-300) 814 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1040 17-10=(-468) 356 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10.11=(-2726) 1105 10-18=( -38) 317 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1109 18-11=(-142) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 95 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 20.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -315/ 1996V -225/ 225H 5.50" 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 0.0' -315/ 1996V 0/ OH 5.50' 3.19 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.152' @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" 0-04-15 0-04-15 MAX HORIZ. LL DEFL = 0.074" @ 42'- 6.5' 1`)' pr MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 15-11-11 11-00-10 15-11-11 NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 5-06-05 5-06-05 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. T T T TT f TT T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 V M-4x6 6 M-3x8 a M-4x6 7,00 M-5x6 S 7 ► Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ( ) ,., (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, M-5x6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 0 1Vop M-1.5x4 M-1.5x4 \ 1 0 / , 0 o 2! 14 1 1 16 T �7 18 11 3 o o , M-3x8 M-3x4 u.25" M-1.5x4 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) - ), 1, > y 1- y S, y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 y y • 1-08 43-00 1-08 0 Pfd(j/C �� JOB NAME : POLYGON PLAN 3A NH - C2 Scale: 0.1533 `�� o WARNINGS: GENERAL NOTES,unless othe,w,se noted: �`CI (r�1117- /-Y 1.Builder and erection contractor should be advised of a6 General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4' =9G.`/P E 1'-" Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bradng must be Installed where shown+• incorporation of component Is the responsibility of the building designer. {"" 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 46 DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by r; rr , po ty continuous sheathing such as plywood sheathing(TC)and/or drywall$C). ,(�. DATE: /4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 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. 7 A �,, SEQ. : 6049755 fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment, 1%./.�V.41 O� A. design loads be applied to any component. and are for"dry condition"of use. "V 1 4 ¢ TRANS I D: 407427 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 �j ! c7 fabrication,handling,shipment end installation of components. necessary.as M Ft R IO- V g P Pa 7.Design assumes adequate drainage is provided. Ft RI O- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 111111111111111111 TPI/WfCA In BCSI,copies of which will be furnished upon request. lines coindde with jointaIn Ones. 9.Digits Indicate size oplate to Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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) 95 2.14=(-1107) 2500 3-14=(-125) 178 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2898) 1470 14.15=( -995) 2338 14- 4=( -31) 317 3- 4=(-2739) 1466 15-16=( -998) 2179 4-15=(-468) 276 LOADING 4- 5=(-2289) 1417 16.17=( -998) 2179 15- 5=(-406) 830 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1033) 2189 15- 7=(-477) 333 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-1934) 1287 18-12=(-1160) 2344 16- 7=( 0) 298 TOTAL LOAD = 42.0 PSF 7- 9=(-1934) 1287 7.17=(-477) 333 8- 9=( 0) 0 9-17=(-406) 830 NOTE: 204-BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10. -2289) 1417 17.10= ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2740 1466 10-18=( 431) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1469 18.11=(-125) 178 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 95 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 (uon). LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -469/ 1996V -228/ 228H 5.50" 3.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 0.0" -469/ 1996V 0/ OH 5.50° 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 2, 12: Heel to plate corner = 2.25' '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 = -0.017' @ -1'- 8.0" Allowed = 0.167° MAX IL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.204" @ 27'- 2.3" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0' Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222' MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5' MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5° 19-11-11 3 �-00-10 19-11-11 NOTE:Design assumes moisture content does 5-03-04 ' 5-00 5-03-08 4-00-08 1c10-124-00-08 5-03-08 5-00 5-03-04 not exceed 19h at time of manufacture. f 2 T f k 1 gf f T T T Design conforms to main windforce-resisting 1 ,10 12 12 system and components and cladding criteria. 7.00Q 7.00 M-4x6 M-4x6 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 5x6(5) ,7-, NiiiiiNiiiiiiiiiiiiiiiNt%M-5X61St load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 0. �D M-1.5x4 + + M-1"5x4 1 CD \ CD I ' 4 2 14 1 T 1s T it - `,' M-3x8 M-3x4 05.25" M-1.5x4 0.25' M 3 1 3 x4 M-3x8 0 y y M-5x8(S) y 8 (S) M-5 y(S) y y , , 7-11 7-05-15 6-01 6-01 7-05-15 7-11 1-08 43-00 1 y 1-08 JOB NAME : POLYGON PLAN 3A NH - C3 Sale: 0 1407 ,5�ti ° PR©��6, �, WARNINGS: GENERAL NOTES,unless otherwise noted: ELI ysl •l �Ilppt �/� 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 o 92®®1-.E, �1" T r i S s' C3 and Warnings before construction commences. building component.Applicability of design parameters end proper �' 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsiltity of the building designer. /, 3.Additional temporary bracing to insure sebilty during construction 2.Design assumes the top and bottom chords to be laterally braced at F 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 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 Pe ty 9 3.2x Impact bridging or lateral bracing required where shown++ CC S /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. d OREGON 44/ E Q loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, A. �. 24�� design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407427 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 /4 fabrication,handling,shipment and installation of components. 7.nesessary. d.� R 1 S ` 6.This design is furnished subject to the Irritations set forth S.Designlaesshall assumesladequate onne both drainage Istrus,provided. '�! r'i 4.t' 1111111111110111111 A 9 1 by S.Plates be located both faces of truss,and placed so their center TPIAMiCA in SCSI,copies of which wit be furnished upon request, lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. or'ts b sic connectocate size rplatef te in design values see ESR-1311,ESR-1988 (MiTel0 EXPIRES:12/31/2015 MEMMOMMOMMEW IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4-KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12806) 2744 1-10=(-2196) 10580 10- 2=(-1340) 5912 14- 7=(-438) 294 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1374 10.11=(-2092) 10118 2.11=(-4860) 1190 7.15=( 0) 302 2x8 KDDF #1&BTR B1 3- 4=( -4012) 820 11.12=(-1016) 5698 11- 3=( -522) 2698 WEBS: 2x4 KODF STAND; LOADING 4- 5=( -2656) 814 12.13=( -436) 3336 3.12=(-2796) 688 2x4 DF STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -2658) 792 13.14=( -424) 2662 12- 4=( -286) 1690 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -3204) 878 14.15=( -662) 3028 4.13=(.1854) 498 TOTAL LOAD = 42.0 PSF 7. 8=( -3704) 924 15- 8=( -660) 3030 13- 5=( -482) 2182 TC LATERAL SUPPORT <= 12'OC. UON. 8- 9=( 0) 94 13- 6=( -836) 518 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 6.14=( -78) 464 ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0' OVERHANGS: 0.0" 20.0' ADDL: BC CONC LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'. 0.0' -1732/ 8066V -304/ 293H 5.50" 12.90 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0' -446/ 2428V 0/ OH 5.50' 3.89 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. JT 1: Heel to plate corner = 2.50' ( 2 ) complete trusses required. )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) J Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY r 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.108' @ 14'- 4.2' Allowed = 2.104" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.332" @ 14'- 4.2' Allowed = 2.806" 9' oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.004' @ 44'- 8.0" Allowed = 0.167" 9' oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.005" @ 44'- 8.0" Allowed = 0.222" 9' cc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.039' @ 42'- 6.5' MAX HORIZ. TL DEFL = 0.100' @ 42'- 6.5' 21-06 NOTE:Design assumes moisture content does T 21-06 1' ,' not exceed 19% at time of manufacture. 3-05-12 4-01-15 7-00 6-10-04 7-00-05 7-00-05 7-05-06 Design conforms to main windforce-resisting T 1' T T 1' 1' T 1' system and components and cladding criteria. 12 12 7.00 M-4x6 Q 7 00 Wind: 140(AllmphHeights),9Enclosed,4Cat.2, ASCE 7-10 4.0" load duration factor=l.6, 5 b( Truss designed for wind loads M-5x6(5) M-5x6(5) in the plane of the truss only. 0.25" 0.25" M-3x6 M-3x4 M-3x10 o M-4x12 o f , -.:-...... ..m .- .... ..,- AllhillIllC 0 I ��p-E�� 213 14 15 ,^-\ o o M-4x12 d.25" to b.25" M-3x8 0.25" M-1.5x4 M-3x6 o :14-10x10(S) M-5x6(S) M-5x6(S) �,58 6101# y y y y y y y y 3-03 4-01-03 7-00 7-01-12 7-03-13 6-10-09 7-03-10 JOB NAME : POLYGON PLAN 3A NH - C4 GIRD 1-08 5� p P" fi�6� Scale: 0.1388 \ G O WARNINGS: GENERAL NOTES,unless otherwise noted: CC'44 `.� �� X17 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 •PE and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C4 GIRD incorporation of component is the responsibility of the building designer. I'"� 2.2x4 compression web bradng must be installed where shown ti 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -* Q" DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �L �'OREGON A.SEQ. : 6049757 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. R fasteners are complete end 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 end are for"dry condition"of use. '�<, 1' 1 4 Q i- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e'necessary.Dassumes full bearing at all supports shown.Shim or wedge if �py pp ` fabrication,handling,shipment end Installation of components. +1 H it- P Po 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA In SCSI,copies of which will be furnished upon request. Digitsgit coincideIntwith jointfaIn inches.9.linesndsize of plateeto Ilnes. Cc+ p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4.KOPF #188TR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 95 9.10=(•181) 1564 1- 9=( -96) 75 5.13=(•128) 612 BC: 2x4 ODE #1&BTR SPACED 24.0" O.C. 2- 3=(-1827) 467 10.11=(-203) 1780 9- 2=(•2070) 419 13- 6=(-303) 234 WEBS: 2x4 KDDF STAND 3- 4=(-1877) 566 11-12=(-153) 1418 2.10=( 0) 482 LOADING 4- 5=(-2009) 580 12-13=(-226) 1843 10- 3=( -296) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•2596) 595 13- 7=(-361) 2200 3-11=( -383) 293 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2725) 514 11- 4=) -181) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 4.12=( -244) 1087 OVERHANGS: 0.0" 20.0" 12- Sc) -724) 347 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -255/ 1699V -343/ 290H 5.50' 2.72 KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -339/ 1873V 0/ OH 5.50" 3.00 KDDF ( 625) JT 7: Heel to plate corner = 2.50" ICOND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.120' @ 25'- 4.8" Allowed = 1.942" MAX TL CREEP DEFL = -0.232" @ 25'- 4.8" Allowed = 2.589' MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 41'- 5.0' Allowed = 0.222" MAX HORIZ. LL DEFL = 0.055' @ 39'- 3.5' MAX HORIZ. TL DEFL = 0.087" @ 39'- 3.5' 18-03 21-06 NOTE:Design assumes moisture content does � 4-01-03 � 7-00-14 �, 7-00-14 � 7-00-14 � 7-00-14 � 7-04-03 � not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 p M-4x6 Q 7.00 4.0° Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 44( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x8S IN Truss designed for wind loads M-5x8(S) ' .% M-5x8(S) in the plane of the truss only. 0.250.25" 2dfA/k\ 5x4 M-1,5x4 00A\e'll(: \ o ._ c„, ,,,, 9** 10 11 1p i M-3x6 M-3x4 0.25' 0.25' M-3x4 M-3x6 0 M-5x6(S) M-5x6(S) . y y ) J' y , 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C5 ��,�c� Rofi�0 Scale: 0.1507 Cy { l i %i! I l' WARNINGS: GENERAL NOTES,unless otherwise noted: n p 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 ' ,-92$$f E t'� Truss: C5 and Warnings before construction commences, building component.Applicability of design parameters and proper /r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �/ re/�' 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 byco } � � " DATE: 9/4/2014 responsibility 9 2x Impact sheathing such l bas aywg requirede sheathing(TC)where sown drywe8 C. /^ the overall structure is the of the buildingdesigner. 3.2x Impact bridging or lateral bracing where shown++ ` I. t1 4.No load should be appted to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 0REGON S EQ TRANS I D: 407427Fx. �j�i �� design loads be applied to any component. end are for"dry condition"of use. 6. /© -T �.4 0 5.CompuTrus has no control over and assumes no responsibility for the Design 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.necessary. '-r R R`i4.1{ ., 1111111111111111111 6.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA 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) EXP)RES'12/3 /2©I S MIIIIIIIIk IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTA LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 618 12.13=(-180) 254 12- 1=(-1606) 573 17- 9=(-136) 131 BC: 2x4 KDDF If1&BTA SPACED 24.0" O.C. 2- 3=(-1865) 771 13-14=(-424) 1643 1-13=) -489) 1574 WEBS: 2x4 KDDF STAND 3. 4c( 0) 0 14-15=(-538) 1865 13- 2c( -423) 254 LOADING 3- 5=(-1520) 706 15-16=(-538) 1865 2.14=( -98) 107 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1722) 757 16-17=(-559) 1993 14- 3c( -169) 612 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17.10=(-643) 2163 14- 5=( -647) 258 TOTAL LOAD = 42.0 PSF 7- 8=(-2045) 829 15- 5=( 0) 316 8- 9=(-2509) 831 5-16=( -318) 175 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2678) 828 7.16=( -189) 706 ALL FLATTOP CHORD AREAS NOT SHEATHED 10.11=( 0) 95 16- 8=( -484) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -393/ 1656V -261/ 207H 5.50' 2.65 KDDF ( 625) vertical members (uon). 39'- 9.0' -458/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) ** For hanger specs. - See approved plans )GOND, 2: Design checked for net(-5 psfj uplift at 24 "oc spacing. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,MI8HS,M16 = MiTek MT series MAX LL DEFL = 0.116' @ 23'- 11.3' Allowed = 1.942' MAX TL CREEP DEFL = -0.216" @ 23'- 11.3' Allowed = 2.589' JT 10: Heel to plate corner = 2.50" MAX LL DEFL = -0.017' @ 41'- 5.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ 41'- 5.0' Allowed = 0.222' MAX HORIZ. LL DEFL = 0.049' @ 39'- 3.5" 16-08-11 3-00-05 20-00 MAX HORIZ. TL DEFL = 0.081" @ 39'- 3.5" T T T T NOTE:Design assumes moisture content does 6-03-10 6-00-02 4-00-08 1-10-1 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture, T T T T T T T T 1-0661 i M-4x4+ Design conforms to main windforce-resisting M-3x4+ system and components and cladding criteria. M-4X6 M 4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, iNiiiiiiiiiiiii 12 M-3x8 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7.00 " Truss inthe dplane eoffthe or wloadsind truss only. M-5x6(S) 12 M-2.5x4 or equal at non-structural diagonal inlets. 0.25" Q 7.00 M-3x4 \*M-1.5x4 M-3x6 + . 0 o Nom. 12** 13 1� '� 15 'Iu u ' 6 17 +'tr 1 o M-1.5x4 M-3x8 0.25" M-1.5x4 0.25' M-3x4 M-3x6 o M-5x8(S) M-5x8(S) y y 1, /, y y 1, 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y , , 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C6 5�`` : PROF Scale: 0.1689 ti WARNINGS: GENERAL NOTES,unless otherwise noted: fl,l� �� 11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual =92 e®PE { C and Warnings before construction commences, building component.Applicability of design parameters and proper y * '" T r u s S. C6 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by w"'"f DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !" n DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �C?REGON it 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Y A 1k`S 4✓ SEQ. : 6049759 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L/ "y_4 2 N T and are for"dry condition"of use. j {�T' design loads be applied to any component. © `- TRAN S I D: 407427 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. pry1{ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl R t L� 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 1111111111111111111110.TPI WTCA In BCSI,copies of which will furnished upon request. lines coincide with joint center lines. 9.Digits ndsize ofplateto inches. 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:RES:12/31/2015 IIIIIIIIIIill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 513 12-13=(-179) 253 12- 1=(-1606) 485 17- 9e(-142) 138 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1865) 636 13.14=(-330) 1619 1-13=( -393) 1574 3. 4=( 0) 0 14.15=(-409) 1833 13- 2=( -423) 220 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3- 5=(-1519) 599 15-16e(-409) 1833 2-14=( -131) 115 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1742) 671 16.17c(-476) 1993 14- 3=( -176) 611 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-10=(•565) 2163 14- 5=( -651) 238 TOTAL LOAD = 42.0 PSF 7. 8=(•2069) 730 15- 5=( 0) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-2531) 737 5-16= -298 103 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL 25 PSF Ground Snow (Pg) 9-10=(-2685) 735 7.16=( -130) 691 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 95 18. 7=( -482) 25 3 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 8-17=( 0) 325 OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -310/ 1656V -261/ 207H 5.50' 2.65 KDDF ( 625) Connector plate prefix designators: 39'• 9.0' -409/ 1879V 0/ OH 5.50' 3.01 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacin0.J JT 10: Heel to plate corner = 2.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.111" @ 23'- 11.3" Allowed = 1.942' MAX TL CREEP DEFL = -0.216" @ 23'- 11.3' Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0' Allowed = 0.222" MAX HORIZ. LL DEFL = 0.048" @ 39'- 3.5" 12-08-11 7-00-05 20-00 MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" T NOTE:Design assumes moisture content does 6-03-10 6-00-02 0-0�4-15 5-06-05 1-06 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 7.00 12 M-1"5x4+ " HM-4x4+ 12 Design conforms to main windforce-resisting' II Q 7.00 system and components and cladding criteria. M-4x6 4 M-3x4+�l1` M 4x6 wind: 140 mph, h=2s.tfnc TCDL=4.2,BCDL=6.0, ASCE 7 10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load d y - '•I` Truss designed ffor o 6 wind loads in the plane of the truss only. M-5X6(5) M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 0.25° oc M-1.5x4 M-3x6 , MS T Alb1 M-1.5x4 M-3x8 10.25° M-1155x4 0.2516 t7 1, t o M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 39-09 y y 1-08 ,00 JOB NAME : POLYGON PLAN 3A NH - C7 Scale: 0.1689 ,�<(,.t. N F�'9iP WARNINGS: GENERAL NOTES,unless otherwise noted: 1/451 �i!./ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual T97//87 ahh ®P E Truss: C7 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 la the responsibility of the building designer. 40 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 „�`�` " simps continuous sheathing such as plywoodsheathing(TC)ereshown and/or drywall(SC). °.s DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where sh ++ 10 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17 OREGON ,4,,SEQ. : 6049760 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corroslve environment, b TRANS I D: 407427 design loads be applied to any component and are for"dry condition"of use, /y, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if [J 14 �h}. fabrication,handling,shipment and installation of components. necessary. p_�^'p F' 6.This design is furnished subject to the Imitations set forth 7.Design8. lates shall be assumes adequate onne both faces drainage Is provided. ^"r'1 t-�y t �.,, 1111111111101111111111111111111111111111 TPI/WTCA in BCSI,copies which s will be 7 6 furnished upon request. ,o.FeetbaIndsic Indicate opt center iof truss,and placed so their center rl t 1 b MITek USA,Inc./CompuTrus9 Digits Indicate size of plate in inches. ii plate design values see ESR-1311,ESR-1988(MiTek) EX (RE , r 2131 r+201CC J I `7 IIIIIIIIIIIIII µ. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 SPACED 24.0" O.C. 2- 3=(-2340) 553 9.10=(-229) 1924 9- 3=( -37) 492 BC: 2x4 KDDF S1ANDR 3- 4=(-1694) 504 10.11=(-241) 1804 3.10=(-724) 284 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5-11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0' LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) Connector plate P LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50' 2.99 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123' @ 19'- 9.0" Allowed = 1.942' MAX TL CREEP DEFL = -0.250" @ 19'- 9.0' Allowed = 2.589' MAX LL DEFL = -0.017' @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 41'- 5.0" Allowed = 0.222' MAX HORIZ. LL DEFL = 0.060' @ 39'- 3.5' MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does '' not exceed 19% at time of manufacture. 6-06-10 T 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 Design conforms to main windforce-resisting ( T system and components and cladding criteria. 1212 M-4x6 Q 7,00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 L.,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 Truss designed for wind loads r\ in the plane of the truss only. 3. M-5x6(5) 0.25" M 5x6(S) 0.25" +1 M-1.5x4 \)Olov:M-1.5x4 m M-5x6 / (=> o^ *+ D ,( 11 .' o 0 1 M-3 1 x4 0.25" M-3x4 M-3x6 M-5x8(S) 9-10-10 9-10-06 9-10-06 10-01-10 y y y . 39-09 1-08 cO PRQp JOB NAME : POLYGON PLAN 3A NH - C8 Scale: 0.1549 w� '"11$ 'tr WARNINGS: GENERAL NOTES,unless otherwise noted: l ' ± ®PE ;r 1.Bulkier 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: C8 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 0 Po 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). rt /1�' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONtx 1h! 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6049761 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. 71,E�, 4, N {�5 design loads be applied to any component. and are for"dry condition"of use. `' A. 6.Design assumes full bearing at all supports shown.Shim or wedge if �` TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'v/`h b't fabrication,handling,shipment end installation of components. 7.Design umes adequate drainage is provided. f. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN VIII 11111 VIII 111 VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 9 lines coincide with Digits indicate sizeofplate innt rinches. MiTekUSA,InC./CompuTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF #18,BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1924 9- 3=( •37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10.11=(-241) 1804 3-10=(-724) 284 TO LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(.312) 1292 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5-11=( -2B) 530 OVERHANGS: 0.0" 20.0" TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11. 6=(-257) 209 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123° @ 19'- 9.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250^ @ 19'- 9.0' Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222^ MAX HORIZ. LL DEFL = 0.060" @ 39'. 3.5°, MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 not exceed 19% at time of manufacture. T T f Design conforms to main windforce-resisting' system and components and cladding criteria. 12 12 7.00 M-4x6 ',,J7.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ^X load duration factor=1.6, Truss designed for wind loads M-5x6(S) \1 M-5X6($) in the plane of the truss only. 3. 0"25" 0.25" tv too 1) ,: +l M-1"5x4 i M-1.5x4 cc) M-5x6 c, 0 n 0 1 M-3x4 18.25 " M-3x4 M-3x61 o M-5x8(S) ,,l' ,l' )' 1, y y 9-10-10 9-10-06 9-10-06 10.01-10 39-09 y y 1-08 PR JOB NAME : POLYGON PLAN 3A NH - C9 scale: 0.1549 `�' ',Q t),E. fiQ6:/ WARNINGS: GENERAL NOTES,unless otherwise noted: <tr� i/J 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual C . A..9y2 0 0 PE r Truss: C9 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: I I 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 byAggIrr • continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). `!�' DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.a 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 40 SEQ. : 6049762 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. 'if O0 ,( design loads be applied to any component. end are for"dry condition"of use. TRANS I D: 407427 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 �Cs fabrication,handling,shipment and Installation of components. necessary. 4041410- � I` ` ' 6.This design is famished subject to the limitations set forth 7.Design assumes cat adequate drainage is pruns,d a. 4 0- IIII��IE llI��11111 �MM�MI��M��M��I�� by 6.Plates shall locateenbathfacesoftrees,andwacedaetheircenter TPINYTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Anes. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.FForr9. lts basic connectocate size r plf alate In Inches. te design values see ESR-1311,ESR-1988 (MiTeW EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1-10=(-363) 2159 2.10=(-240) 228 6-14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2350) 575 10-11=(-228) 1826 10- 3=( -68) 55B 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3.11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13.14=)-366) 2382 11. 4=1-118) 685 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11.13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12.13=) 0) 68 OVERHANGS: 0.0" 20.0' 8- 9=( 0) 95 13-13- 5=(-399) 272 72 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. 39'- 9.0" -247/ 1669V 7/ 1866V 282/2/ 2718 5.50" 2.67 KDDF 5.50" 2.99 KDDF ( 625) ** For hanger specs. - See approved plans 1COND. 2: Design checked for net(-5 Oaf) uplift at 24 'oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6' Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589' MAX LL DEFL = -0.017' @ 41'- 5.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 41'- 5.0" Allowed = 0.222' 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" T T MAX HORIZ. TL DEFL = 0.161' @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 T f f T T T ' ' NOTE:Design assumes moisture content does 1212 not exceed 19`k at time of manufacture. 7.00 M-4x6 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 . Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE -10, M-5X6(5) ` (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 Truss designed for wind loads 0.25" in the plane of the truss only. M-5x6(5) 0.25" M-1.5x4 1/Ak 4 M-3x6 CO M-5x6 _Fir0 - _ � •.. M-4x8 0 oy 10 i 12 "'Illt M-3x4 M-5x6 .e • o o M-3x4 6.25" M-1.5x4 o c M-5x10(S) M-6x8 **2X WEDGE 3.751 W/(2) M-3X4 TYP. 12 y J' J' y )' ), y y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 ?-05-0Q , 25-03-08 12-00 2-05-081-08, y 1' 39-09 1-08 ��IAD PROpt. JOB NAME : POLYGON PLAN 3A NH - C10 Scale: 0.1458 O WARNINGS: GENERAL NOTES,unless otherwise noted: g�/!P E 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 far an Individual Truss: C•1 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 40111111111°,7�F` 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bradng to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 411/W Po 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^,/,r�rr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). It DATE: 9/4/2014 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 apphed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. )% SEQ. : 6049763 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7. �" design loads be applied to any component. and are for"dry condition"of use. ` t, TRANS I D: 407427 5.CompuTrus os has no control over and assumes no responsibility for the B.Design e signs y umes full bearing at an supports shown.Shim or wedge if L�4 4 � S fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. •i R 11L 1 6.This design is furnished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ncide with joint center Pnes. IIIIII 111111111 III VIII VIII-VIII VIII VIII IIII IIII MiTek USA,lnc.CA in .//CompuTrus rSoftware 7.6.6(1 L)-E request.ch will be furnished upon a lines bats sic connector icate size oplf atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF li1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(•2580) 542 1-10=(-363) 2159 2-10=(•240) 228 6.14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2350) 575 10.11=(-228) 1826 10- 3=( -68) 558 14- 7=(•757) 265 3- 4=(-1696) 508 11.12=( -8) 57 3.11=(-723) 280 7-15=(-172) 1133 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2236) 686 13-14=(-366) 2382 11- 4=(-118) 665 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•2851) 554 15- 8=(-693) 3527 4.13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7. 8=(-4285) 843 12.13=( 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 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) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V 282/ 2716 5.50" 2.67 KIfOF ( 625) 39'- 9.0" -319/ 1866V 0/ OH 5.50' 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942' MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017' @ 41'- 5.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORIZ. TL DEFL = 0.161' @ 39'- 3.5° 1' f f f 1' T 1' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00(7 M-4x6 7.00 Design conforms to main windforce-resisting 4.0' system and components and cladding criteria. 4 4h( C\ Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-5x6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0.25"0000M-1.5x4 inutheTrssdplaesineeofftheorwind lads trussoonly. M-5x6(S) M-1.5x4 0.25" o4 ,M-3x6• o MM -5x6M-4x8 0 olo ; 13 14 15 i* ,',,,' 11)*1., o M-3x4 1b.25" M•1125x4 o 2 M-3x4 M-5x6 6 M-5x10(S) M-6x8 **2X WEDGE 3.75 o W/(2) M-3X4 TYP, 12 y ), y y > y y y 9-09-12. 9-09-08 5-06-08 , 6-04-12 5-09 2-05-08 , y 25-03-08 12-00 2-05-061-08, 39-09 yy1-08 JOB NAME ,x....- POLYGON PLAN 3A NH - D4 , PRaF�s� Scale: 0.1458 J ! IS4 U/0 tlf� S7 WARNINGS: GENERAL NOTES,unless otherwise noted: vSt I - . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ‘ ' a 92 1 i PE r Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: 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 01 10'o.c.respectively unless braced throughout their length by ` 06 '. continuous sheathing such as plywood sheathing(TC)and/or drywall C. .• DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ) r! 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "X7 OREGON �(/ SEQ. : 6049764 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, \t,, t� TRANS I D: 407427 design loads hasbs applied to anycomponent.assn ondition"of use. 6.Design assumand are for es full bearing at all supports shown.Shim or wedge If <0 14 �✓P �T 5.CompuTrus no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary.sA�� S 8.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 44 t� I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIby 9.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate in inches. 10.For basicicate connectosizerplfe a design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 ( IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.11=( -723) 2220 3-11=(-277) 317 15- 8=(-759) 446 BC: 2x4 KODF M16BTR SPACED 24.0' O.C. 2- 3=(-2645) 1052 11-12=( -519) 1854 11- 4=(-148) 595 8.16=(-375) 1140 WEBS: 2x4 KDDF STAND 3- 4=(-2411) 1085 12-13=( -17) 58 4-12=(-746) 494 LOADING 4- 5=(-1716) 927 14.15=( -787) 2401 12- 5=(-264) 680 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 1242 15.16=(-1225) 3159 12-14=(-215) 1329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2259) 1030 16- 9=(-1363) 3549 5-14=(-678) 1130 TOTAL LOAD = 42.0 PSF 7- 8=(-2872) 1117 13-14=( 0) 68 OVERHANGS: 20.0" 20.0' 8- 9=(-4312) 1661 14- 6=(-399) 454 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 95 14- 7=(-659) 316 Connector plate prefix designators: 7.15=( 0) 380 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1870V -289/ 289H 5.50" 2.99 KDDF ( 625) 40'- 0.0" -318/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = -0.017' @ -1'- 8.0" Allowed= 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.190" @ 25'- 5.6" Allowed = 1.954' MAX TL CREEP DEFL = -0.339" @ 25'- 5.6' Allowed = 2.606' 20-00 MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 20-00 T MAX TL CREEP DEFL = -0.021" @ 41'- 8.0' Allowed = 0.222' 7-06-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-0i- MAX HORIZ. LL DEFL = 0.098° @ 39'- 6.5" T ' ' ' T T '' MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 M-4x6 ';Z17.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4.0" 5 ,(-+' Design conforms to main windforce-resisting "\ system and components and cladding criteria. 12 M-5x6(S) 1 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, . M-5x6 S Truss designed for wind loads ,.. ( ) in the plane of the truss only. + 0.25" M-1,5x4 }E M-3x6 ��j' M-4x8 0 o^ 2Wil - 'f+ x13 r` 15 16 * `.% 1 o �_� 1t 1� 25„ 13 M-6X8 o M-3x4 M-5x6 9 D o o M-3x6 M-3x4 M-5x10(S) M 1.5x4 a*2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y y y y y y ), y y 10-00-12 9-09-08 5-06-08 y 6-04-12 5-09 2-05-08 y1 08, 25-06-08 12-00 2-05-08 ,, 1-08 40-00 1-08 �v,.0 PRQ,u JOB NAME : POLYGON PLAN 3A NH D3 Scale: 0.1407 �c. Q WARNINGS: GENERAL NOTES,unless otherwise noted: J (]44 ///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 C' '9 .r E Truss': D3 and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.2o4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /' 3.Additional temporary bracing to insure 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenngpttlh�by r r, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,� DATE• 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦(- 4. �G OREGON 40 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6049765 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1 design loads be applied to any component. and are for"dry condition"of use. f© F 7 4 G•Q�4n I TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing at all supports shown.Shim or wedge if yy `` T fabrication,handling,shipment and installation of components. ry• R R y4"1r p P 7.n ec ss assumes adequate drainage is provided. 'II 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA in BCSI,copies of urnished upon 1111111 VIII I,III VIII 11111'III VIII IIII IIII MTTPe USA,lnC./CompuTrus which Softwaref 7.6.6(1 L)-E request. 1lines coincide with joint center lines. 0.FForrits basic connectorze of plate design vlate In alues see ESR-1311,ESR-1988(MiTek)111111 EXPIRES;12I31t2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1,00 TC: 2x4 KDDF,#1&BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 95 2.15=(-1026) 2239 15- 3=( 0) 223 11.23=( -37) 287 2x6 KDOF N1&BTR T3 SPACED 24.0" O.C. 2- 3=(-2739) ( ) ( -312) ( ) BC: 2x6 KDDF #1&BTR ( ) 1391 16-16= -1028 2237 3-16= 191 23.12= •820 473 3- 4=(-2372) 1386 16-17=(-1089) 2305 16- 4=( -423) 852 12-24=(-556) 1228 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1966) 1253 17.18=(-1158) 2463 16- 5=( -653) 423 2x4 KODF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18.20=( -48) 98 5.17=( -53) 325 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2318) 1470 20.21=( 0) 0 17- 7=( -312) 127 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2553) 1595 19.22=(-1283) 2557 18- 7=( -183) 195 BC LATERAL SUPPORT <= 12"OC. UON. 8.10=( 0) 0 22.23=(•1248) 2558 18-19=(-1117) 2383 LL = 25 PSF Ground Snow (Pg) 9-10=(-2171) 1350 23.24=(-1710) 3371 7-19=( -182) 187 10.11=(-2583) 1506 24.13=(-1918) 3809 20-19=( 0) 87 NOTE: 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3030) 1596 19- 9=( -42) 298 ALL FLATTOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-4554) 2302 9-22=( -689) 454 13-14=( 0) 95 10-22=) -491) 985 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.11=) -471) 264 OVERHANGS: 20.0' 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1,5x4 or equal, at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED 890 AREA vertical"fiembe (uon). LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -424/ 1870V -189/ 189H 5.50' 2.99 KDOF ( 625) Connector plate prefix designators: 40'• 0.0" -424/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 = -0.017' @ -1'- 8.0" Allowed = 0.167" 15-11-11 8-00-10 15-11-11 MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" 5-05 0 04 08 4-10 12 3-10 03 4-03-14 T MAX LL DEFL = 0.204• @ 24'- 7.3" Allowed = 1.954• MAX TL CREEP DEFL = -0.319" @ 24'- 7.3' Allowed = 2.606• 5-11-12 T ,r 3.10 'far 3-10-12 1' 0-0 ft 1' T 1' MAX LL DEFL = -0.017' @ 41'- 8.0" Allowed = 0.167" f f T ff f ,404 4-03-14 f f f 2-09 MAX TL CREEP DEFL = -0.021' @ 41'- 8.0" Allowed = 0.222" 11-09-08 11-09-06 MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5" T ( f f MAX HORIZ. TL DEFL = 0.134' @ 39'- 6.5" 12 M-3x; ,-3x4 12 NOTE:Design assumes moisture content does 7.00 F7' \I 7.00 not exceed 19% at time of manufacture. M-4x6 M-4x6 Design conforms to main windforce-resisting 5 M 3x8 9 0 system and components and cladding criteria. M-5x6(S) _ _ _ ks M-5x6(S) Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" 0"25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, ,. Truss designed for wind loads in the plane of the truss only. M-3x6 2 19 °° = M 3x8 0 'n /°---' ee For = � t. 22 23 2 15 1 17 18 20 21 'M-3x8 M-3x4 1 4 � o M-3x10 M-1.5x4 0.25" M-3x4 M-6x8 M-7x8 o M-6x8 0 M-7x8(S) M-1.5x4 **2X WEDGE 3.751 W/(2) M-3X4 TYP. 12 y y y y y 0-11 ,04 ,I, y y y y' 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 -05-0$ , 1-08, 24-09 i y 12-09-08 2.05-01-08 r y 25-06-08 0-09-08 14-05-08 y y 1-08 40-00 1-08 JOB NAME : POLYGON PLAN 3A NH - D2 �v' 0 PRpfiFsii. fs WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.1406 4/ «92®®PL a/1P •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 rL Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper ANF 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. Aille,P; 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 ra�w Is the responsibility of the erector.Additional permanent bracing of ) r�rr 1.101 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: ''9/4/2014 P b 9 3.2x Impact bridging or lateral bracing required where shown++ +MCC S /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON E Q corrosive environment, <,. "f �ct: A, TRANS I D• 407427 design loads be applied to any component. and are for"dry condition"of use. / • 5.CompuTrus has no control over and assumes no responsibility for the E Design assumes full bearing at all supports shown.Shim or wedge if 4 14 �A fabrication,handling,shipment and installation of components. necessary. A��R ry}S y 4' 6.This design la furnished subject to the Imitations set forth 7.Design assumes adequate drainage Is provided. 'Y! fZ 4.1+. 111111111111111111111111111111111111111111 9 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSi,copies of which will be furnished upon request, lines coincide with joint center Nnes. 9.Digits indicate size of plate in inches. o MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2.15=(-1208) 4537 15- 3=( 0) 333 11.23=( 0) 448 2x6 KDDF #1&BTR 72 2- 3=(-5477) 1562 15.16=(-1211) 4534 3-16=( -395) 270 23.12=(-1347) 230 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5115) 1716 16-17=(-1618) 5102 16- 4=( -409) 1586 12.24=( -508) 2413 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17-18=(-1732) 5404 16- 6=(-1445) 878 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 12'- 0.0" V 4- 6=(-4352) 1523 18.20=( -56) 173 6.17=( -101) 563 2x4 KDDF #1&BTR B; TC UNIF LL( 100.0)+DL( 28,0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5127) 1866 20.21=( 0) 0 17- 7=( -535) 238 2x4 KDDF STUD C IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0" TO 40'- 0.0" V 7- 8=(-5651) 2044 19.22=(-1806) 5657 18- 7=( -421) 326 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8-10=(-4805) 1657 22-23=(-1456) 5291 18-19=(-1687) 5270 TC LATERAL SUPPORT <= 12"OC. UON. 9.10=( 0) 0 23.24=(-1675) 6627 7.19=( -124) 377 BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.11=(-5607) 1876 24.13=(-1873) 7487 20.19=( 0) 130 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 28'- 0.0' 11.12=(-6195) 1825 19- 8=( -59) 507 12-13=(-8925) 2330 8-22=(-1522) 727 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=) 0) 95 10-22=( -501) 1848 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22.11=( -572) 273 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0' 20.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -930/ 3422V -166/ 166H 5.50" 5.48 KDDF ( 625) Connector plate prefix designators: 40'- 0.0' -930/ 3422V 0/ OH 5.50" 5.48 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series COND. 2: Design checked for nett-5 psft uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = -0.317' @ 24'- 7.3" Allowed = 1.954" 0.0 14 0-06-14 MAX TL CREEP DEFL = -0.630' @ 24'- 7.3" Allowed = 2.606" MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 11-11-11 16-00-10 11-11-11 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.159" @ 39'- 6.5' 5-11-12 5-05 3-03-01�4-03-04 1' 5-03 3-03-05 -03-0 TT 4-03-14 1' 4-03-14 2-09 , MAX HORIZ. TL DEFL = 0.263" @ 39'- 6.5" 640# 640# NOTE:Design assumes moisture content does 11-09-08 11-09-08 not exceed 19% at time of manufacture. 12 M-4 12 - Design conforms to main windforce-resisting M- x4 M-3x8 M- x4 M-5x10 12 system and components and cladding criteria, 7.00 / �' « t1 'I 7.00 Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 1 load duration factor=1.6, + Truss designed for wind loads + A in the plane of the truss only. oM-4x10 5 �M-4x8` 18HS-3x18 0 Aliiiiiiiiik _ �\ ,oq i" d _ 22 23 24 . �, 110 17 16 20 21 eM-3x8 =M-4x4 t 4 o 2 M-11 .5x4 83.25" M-3x4 M- x8 M-7x10 o M18HS 7X14 O M-1.5x4 **2X WEDGE M-7x8(S) W/(2) M-3X4 TYP. 3,75 12 y y y y y 011 104 ), y y ) , , 5-10 5-05 4-03-04 4-01-08 4-11-08 1 13-02-07 4-05-10 4-03-14 2-05-0$ 1-08y 24-09 , , 12-09-08 2-05-0 y y 25-06-08 0-09-08 14-05-08 y y 1.08 40-00 1-08 N Es) PROF 6 JOB NAME : POLYGON PLAN 3A NH - D1 Scale: 0,1305 \ o WARNINGS: GENERAL NOTES,unless otherdse noted: F:� .17c 1.Bulkier 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 T92$0 r L• 1•" and Warnings before construction commences. building component.Applicability of design parameters and proper ,r Truss: 1 Incorporation of component Is the responsibility of the building designer. f 2.2x4 compression web must be Installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 1a'o.c.respedNely unless braced throughout their le lh by Marr : 46 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). Mt DATE: 9/4/2014 nCthe overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON� �t, S E Q. : `6 0497 67 CC 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. , 40 fasteners are complete and et no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, 4 ry �„{_ design loads be applied to any component. and are for"dry condition"of use. iQ _7 r 1 4 G� T' TRANS I�: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if AA��I necessary. `e \„b`� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. IR 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111101111111 TPI WfCA In BCSI,copies of whichwill furnished upon request. Digi coinddewith jointfpate In Inches.9.Digits indicate size of center to 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 IIfIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4KDDF 81&8TR LOAD DURATION INCREASE = 1.15 1.2=( -3) 118 5.6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2.3=(-139) 127 2-6=(•220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6.3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0' -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector'plate prefix designators: 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 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 = -0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0' Allowed = 0.222" 3-09-04 0.0 3-12 MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" 7.00 7' MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M-1.5x4 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=15ft, 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. M-3x4 4 v 0 1 4 I L 0 c%; 0 N 111 1( /` 51.-- .1 t�16 M-1.5x4 M-3x4 J., y y 1-08 4-01 JOB NAME : POLYGON PLAN 3A NH - E2 ��`�yrrr,,��'�AAA1R�. ' Scale: 0.4901 .15 X71'"ilk �� WARNINGS: GENERAL NOTES,unless otherwise noted: 4,! 9c�rrr/�� PE 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 4 . 7 9 f-E r" Truss: E 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 DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by 4r po ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywalHBC). ` , DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t1 4.No load should be poked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. i OREGON�os �4(/' S E Q !.+ ei9 design loads be applied to any component. and are for"dry condition"of use. '2 14 Q • TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If �`Y fabrication,handling, necessary. R R 1 shipment and installation of components. 7,n ecigs assumes adequate drainage is provided. 1..b 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IN 111111 IIIII 111111111111 11111111111 IIIIIIIIIII TPI/WTCA In BCSI,copies of which will be furnished upon request, lines coincide withjoint center Ines. 9.Digits Indicate size of plate In inches. MiTek USA,lnc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 NITek) EXPO R ES:12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 118 5.6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2.3=(-139) 127 2.6=(-220) 238 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 6-3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0° -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50' 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 oaf] uplift at 24 "ac spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014' @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017' @ -1'- 8.0" Allowed = 0.222' 3-09-04 0 03 12 MAX TC PANEL LL DEFL = 0.025' @ 2'- 1.0" Allowed = 0.246' T f - MAX IC PANEL TL DEFL = 0.025' @ 2'- 1.0" Allowed = 0.369' MAX HORIZ. LL DEFL = -0.001° @ 3'- 7.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5° M 1.5x4 a -1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i Design conforms to main windforce-resisting 12 O( system and components and cladding criteria. 7.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. v ' 0 A- 0 lir 4 i 0 M 0 N I IOW Y MI 5�� ► 6 M-1.5x4 M-3x4 y y y 1-08 4-01 JOB NAME: POLYGON PLAN 3A NH - E3 5'``!' ARE ,`t5, Scale: 0,490, ` o WARNINGS: GENERAL NOTES,unless otherwise noted: 1+4 V� �� -f! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual '792.®P E �" Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper Ale,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 et DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length bycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -4. `tr"�, DATE: 9/4/2014 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 at bracing and 4.Installation of truss Is the responsibility of the respective contractor. `r:! SEQ. : 6049769 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�^ �r O\� ,s•. design loads be applied to any component. and are for"dry condition"of use. ( '7/' 1 4 4, �4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y fabrication,handling,shipment and Installation of components. Design as. -R»t` V g P Po 7.Plates assumes el adequateqdrainageh is provided.a. 1111.. 6.This design is furnished subject to the gMtations set forth by B.Plates shall be located on both faces of truss,and placed so their center III IIII VIII IIII VIII VIII 11111 IIII IIII TPINVTCA 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" 'COND. 2: Design checked for net(-5 poll uplift at 24 "oc spacing.' TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4'KDDF 91&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d claddingresisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCOL=4L=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed,, Cat. Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 Refer or equal typical at stud verticals. -, Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE. 12 7.00L— v I- 0 Lo 1 0 co 0 N 7' 11111 NY Adl 3 4 J' y y 1-08 4-01 JOB NAME : POLYGON PLAN 3A NH - El ,'( '' `�Y�,521 �,t� A -s,s, Scale: 0.8153 51 { 1////7. ( %// 1 Ql'' WARNINGS: GENERAL NOTES,unless otherwise noted: f+C/ -f" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 .92 d S P E 1r Truss: E 1 and Warnings before construction commences. building component.Applicability at design parameters and proper 2.2o4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3Additional 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.AAdditional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i/ °j the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' Q DATE: 9/4/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t SEQ. : 6049770 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, Nb' fi, TRANS I D: 407427 design loads hasbe ano controld to any componentrdu6.Design assumand are for es full bearing at all supports shown.Shim or wedge if C3 'i 14 2.°�¢ 5.CompuTrus no over and assumes no responsibility for the necessary. 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 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished upon s e with Ill IN II VIIIVIII VIIIVIII IIII 11 1111 TPliWTCA in BCSI,copies of MTB USA,lnC./CompUTrus 1Software 7.6.6(1 L)E request 10.Forbasicbasic connector plate design values see ESR-1311,ESR-1968(Welt)d joint 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1111111111NThis design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2' 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=(-559) 495 3.4=(-137) 87 TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 350V -195/ 417H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -410/ 472V 0/ OH 1.50" 0.60 KDDF ( 625) M,M2OHS,M18HS,M16 = Mi.Tek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino,I -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" '/ MAX TL CREEP DEFL = -0.001" @ 0'-•10.0' Allowed = 0.111" MAX TO PANEL LL DEFL = 0.145' @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.4" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.4' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads C:( in the plane of the truss only. O N 0 N�O =� 5" M-3x4 0-10 6-00 3-11-03 'PROVIDE FULL BEARING;Jts:2,5,3,41 `(', O PRUp . JOB NAME : POLYGON PLAN 3A NH - DJ 10 Scale: 0.2986 r� b ' 9117C . WARNINGS: GENERAL NOTES,unless otherwise noted: , 79211,R L. 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: DJ 10 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.e.and at 10'o.c.respectively unless braced throughout their len th by fpr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywallC). "-.* r� /. (C DATE" 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � V R�la(��I� f,, SE Q. : 6049771 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. V b ^V fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 �. design loads be applied to any component. and are for"dry condition"of use. ./.0. '41 1 4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6•Dec ansassumes full bearing at all supports shown.Shim or wedge if �y 4 q fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. rl R L^� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111TPIMIrCA in BCSI,copies of which will be furnished upon request. linescoincideIndicate with joint center che. 9.Digits ndoplate in inches. MiTekUSA,InC./CompuTfusSORWare7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2.3o(-618) 500 3.4=(-217) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -59) 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: 10.0" 8.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 351V -207/ 465H 5.50" 0.56 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -413/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -178/ 178V 0/ OH 1.50" 0.23 KDDF ( 625) THE BOTTOM CHORD5DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.068" MAX TL CREEP DEFL = -0.001" @ 10'- 8.2' Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. m c Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. 0 6 -/ o M-3x4 0-10 6-00 4-08-03 (PROVIDE FULL BEARING;Jts:2,6,3,4] JOB NAME : POLYGON PLAN 3A NH - J11 ��'�`��Ip��IIRI �ss Scale: 0.2849 ‹. 4Aj �� WARNINGS: GENERAL NOTES,unless otherwise noted: CI /Irrr�� PE r11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1' .9 $P L Truss: J11 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. > 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'c.c.respectively unless braced throughout their length by �ar. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ p/1 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. "X7 �"OREGON 4./ S EQorrosive environment, G. 'v', N A. design loads be applied to any component. and are for"dry condition"of use. / -/),-}r' 1 r(} 1�".},,,. TRANS I D: 407427 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 Ors fabrication,handling,shipment and Installation of components. necessary. R n L� V 7.Design assumes adequate drainage Is provided. Flit...‘. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 II 1 VIII VIII VIII VIII VIII(III(IIITPI/WfCA In SCSI,copiesof which will be furnished upon request lines cdndde with joint center 9.Digits indicate size of plate In inches. r� MITekUSA,InC./(".Orn UTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2 IIIIIIIIIIIII ,, This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/D0F/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=(-564) 500 3-4=(-140) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -197/ 420H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -414/ 475V 0/ OH 1.50' 0.61 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -93/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0° Allowed = 0.083' Pi MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /, a) load duration factor=1.6, O Truss designed for wind loads in the plane of the truss only. 0 N O ' to O P� 5 -- M-3x4 . ), J, 1, 0-10 6-00 3-11-15 'PROVIDE FULL BEARING:Jts:2,5,3,4I �� PRor 9,t° S�' JOB NAME : POLYGON PLAN 3A NH - J10 Scale: 0,2963 \� ! !o WARNINGS: GENERAL NOTES,unless otherwise noted: V T 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 T g •PE 1-- and Warnings before construction commences. building component.Applicability of design parameters and proper ,s^ Truss: J 1 OIncorporation of component Is the responsibility of the building designee / 2.2x4 compression web bredng must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced et1. 3.Additional temporary bracing to Insure stabilty during conslrucdon p o.c.and at 10'o.c,respectively unless braced throughout their length by ° 4601" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN)BC). -10 n ,'" DATE" 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng 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. "' SEQ.. : 6049773 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, Lam,-,-4) 1 4 .` design loads be applied to any component. and are for"dry condition"g use. V 7 r� +�..' TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes coil bearing et all supports shown.Shim or wedge If ' {a necessary. ign ass `� �i f� V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. L. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII(III(III iPINVTCA In BCSI,copies of which will be furnished upon request. git cIndicat with joint aIn nche. e.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 TRUSS SPAN 8'- 11.9' 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=(-480) 429 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-112) 49 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -177/ 376H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = Mprek MT series 5'- 11.2' -374/ 440V 0/ OH 1.50" 0.56 KODF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -49/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAXLLDEFL = -0.001" @0'-•10.0" Allowed 0.083"MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111"MAX IC PANEL LL DEFL = 0.154" @ 3'- 4.8" Allowed = 0.576'MAX IC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864"MAX HORIZ. LL DEFL = -0.009" @ 8'- 11.2° MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.2" NOTE:Design assumes moisturecontent doesnot exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria..Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=l.6, Truss designed for wind loads - in the plane of the truss only. 0 o� /00/1: o 5 J, J, y J, 0-10 6-00 2-11-15 (PROVIDE FULL BEARING:Jts:2.5.3.4I JOB NAME : POLYGON PLAN 3A NH - J9 Scale; 0.3198 ��,(�� Olt Q �� $`0. WARNINGS; GENERAL NOTES,unless otherwise noted: 44Lr �/i/7c' 10 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 792•,P L r- Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. b'" DES. BY: L I 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 continuous sheathing such as plywooding(TC)and/or drywall C. ' DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ ) f I' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'OREGON 4l/ lc SEQ. : 6049774 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, �Lj �� TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. /�y 1_ 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if S,.t 1 4 t.. fabrication,handling,shipment and installation of components, necessary. f1 T'- 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. Z�ttf y int, '9 111111111111111111111111111111111111111 TPI/WTCA In BCS(,copiespof which will be furnished upon request. 8. ea colndaa w with located t c both P9. nes. of truss,and placed so their center f Y MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For ibasits cconnectorcate size f ate design vlate in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FOORCE) 72 4WR/D /CCq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2-3=3.4=(-107) 363 44 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 354V -156/ 334H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -355/ 431V 0/ OH 1.50" 0.55 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 10V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Pc spacing.' ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' !I MAX TC PANEL LL DEFL = 0.199' @ 2'- 11.6' Allowed = 0.576" MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. Ti DEFL = -0.008" @ 7'- 11.2' NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. 12 Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCIL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 of 7,- LAI o �� CD M-3x4 ,( y J' 0-10 6-00 1-11-15 'PROVIDE FULL BEARING;Jts:2,5,3,4' R,cO PRore �s JOB NAME . POLYGON PLAN 3A NH - J8 Scale: 0.3473 ` 19 WARNINGS: GENERAL NOTES,unless otherwise noted: ! 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 N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N16BTR 'SPACED 24.0" O.C. 2-3=(-338) 186 3-4e( -86) 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0' 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0' -34/ 368V -130/ 313H 5.50' 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 278V 0/ OH 1.50' 0.36 625)KDDF M,M20HS,M18HS,N16 = NiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ( LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0,001' @ 0'--10.0" Allowed = 0,111' MAX LL DEFL = -0.003' @ 6'- 11.9" Allowed = 0.099' MAX TL CREEP DEFL = -0,003" @ 6'- 11.9" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.296" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.288' @ 3'- 5.2' Allowed = 0.864" 0 MAX HORIZ. TL DEFL = -0.006' @ 5'- 11.2 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, rn Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, Truss designed for wind loads m in the plane of the truss only. 0 7/- in /in �� o/- 0 ►-� 5► M-3x4 1, y ), y 0-10 6-00 0-11-15 'PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME : POLYGON PLAN 3A NH - J7 �'�pr�PRa4,'s Scale: 0.3817 mss, t. �(; WARNINGS: GENERAL NOTES,unless otherwise noted: �n.' Cf7C' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual T `PE: Truss: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. . 3.Additional temporary bracing to Insure stadBty 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 4� F' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `- DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 1Iti CC 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. 7 . OREGON,�t,, �44, SEQ. : 6049776 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, G q0 design loads be applied to any component. and are for"dry condition"of use. ./ -7 Y c, TRANS I D: 407427 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 !3 141 ` �'.. fabrication,handling,shipment and Installation of components. nesessary. `R R Is ` 7.Design assumes adequate drainage Is provided. C 1..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(IIIA I I I IIIII 1111111111 IIDVIIIVIIIVIII Eli TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coindde with Joint center Anes. 9.Digits indicate size of plate in Inches. c� MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 111111111111This 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KODF N1&BTR SPACED 24.0. O.C. 2.3=(-224) 185 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0° 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 379V -117/ 254H 5.50" 0.61 KDDF ( 625) 5'- 9.2• 0/ 147V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.9' -163/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-15 MAX LL DEFL = -0.001" @ 0'--10.0' Allowed = 0.083" T T MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed 0.111" -/ MAX TC PANEL LL DEFL = 0.342" @ 3'- 7.2" Allowed = 0.575" MAX TC PANEL TL DEFL = -0.289" @ 3'- 5.2" Allowed 0.883" �t MAX HORIZ. LL DEFL = -0.004" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.004" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. m'1 0 • 0 ui �� o0 M-3x4 J, ) > 0-10 6-00 PROVIDE FULL BEARING:Jts:2,4,3I �n c,O PROPS" JOB NAME : POLYGON PLAN 3A NH - J6 �� Scale: 0.4126 \ ofir d WARNINGS: GENERAL NOTES,unless otherwise noted: 'a 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 9 P E f- building component.Applicability of design parameters and proper ,�^ Truss: J 6 and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. r 2.204 compression web bracing must be Installed where shown+, o,c.respectively unless braced throughout their lengthy,Design assumes the top and bottom chords to be laterally braced at by fir. DES. BY LJ 3.Additional temporary bracing to Insure stability during construction . e"'" is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). �^t �`"- DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ G OREGON �^t;/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� SEQ. : 6049777 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. end are for"dry condition"of use. <0 y 1 4 ',� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If {) necessary. fabrication,handling, R?R ILA"' V shipment and Installation of components. 7.Design assumes adequate drainage is provided. C.I'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 1111111111111111111111111 TPINVlCA in SCSI,copies of which will be furnished upon request. git coincidentwith joint centerInches.9.Digitssndsize of plate In Inness. v MiTek USA,inC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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" 0.C. 2-3=(-181) 158 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 352V -98/ 217H 5.50' 0.56 KDDF ( 625) Connector'plate''prefix designators: 4'- 11.2" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) 1 p CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacinp.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4-11-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" T MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.036' MAX TC PANEL LL DEFL = 0.145" @ 2'- 10.3" Allowed = 0.473' MAX TC PANEL TL DEFL = -0.135" @ 2'- 10.5' Allowed= 0.709" i/ MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/// Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, Truss designed for wind loads Co in the plane of the truss only. Co 0 ,--/- It) /to pL C, ."-- M-3x4 1- 1, y 0-10 6-00 ,PROVIDE FULL BEARING;Jts:2,3,4j P JOB NAME : POLYGON PLAN 3A NH - J5 Scale: 0.4405 �GJ'�@p (N� yy�,Q�s/� WARNINGS: GENERAL NOTES,unless otherwise noted: 44r 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t' T tt(tt(]]]]]] C: 4/1" Y•r E r Tr ii S S: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, Incorporation of component is the responsibility of the building designer. ' DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be lateraly 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 } e > continuous sheathing such as plywood sheathing(TC)and/or dmywal C). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ -40 CC I1 4.No load should be appNed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}7 OREGON <o SEQ. : pE Q/�.[p: 6049778 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4** *7%4 �As, TRANS I I]: 407427 Compdesigloads be no control any component e. 6.Design and areassumes ondbeadng on"ofat all supports shown.Shim or wed ' } 5.CompuTrus has no control over end assumes no responsibility for the wedge if 4. 14 `. �},j fabrication,handling,shipment and installation of components. necessary. A. � y` ` 6.This design Is furnished subject to the limitations set forth7.Design assumes adequate drainage is provided. '7 b4 I(IIII VIII IIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.FForribasits nccnnectjcate sizeointplacenter f te in Inches. 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 KODF #1&BTR LOAD DURATION INCREASE = 1.15 l-2=( 0) 72 2-4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2.3=(-134) 132 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -11/ 322V -79/ 180H 5.50" 0.52 KDDF ( 625) 3'- 11.2" -166/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.077" T MAX TL CREEP DEFL = 0.000° @ 0'- 0.0' Allowed = 0.103" -/ MAX TC PANEL LL DEFL = 0.056' @ 2'- 2.3" Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4" Allowed = 0.339' 120 MAX HORIZ. LL DEFL = -0.002' @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002' @ 3'- 11.2' 14.00 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=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CT, Truss designed for wind loads in the plane of the truss only. 0 7r). �� -/0 M-3x4 y , ), 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,3,4I 0 RRares JOB NAME : POLYGON PLAN 3A NH - J4 Scale: 0.5097 i. GENERAL NOTES,unless otherwise noted: + �LLI r�E�try r WARNINGS: `17 't ': 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at rf/ 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 rw, pe ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ORE�QN�� 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. W SEQ. : 6049779 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, ,F design loads be applied to any component. and are for"dry condition"of use. '>[f` r 14 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e'neceue assumes full bearing at all supports shown.Shim or wedge if �`'' (i fabrication,handling,shipment and installation of components. ry ��^R l tf�\. 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJfCA in nc./ copies of which will furnished upon request. 9.linescoincide oicidindicate sizeth jof plate inoint inches. lines.. b 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 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #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=(-82) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' 0/ 292V -60/ 144H 5.50" 0.47 KDDF ( 625) Connector 2'- 11.2' -162/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) M,M2OHS,MI8HS,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 gsf) 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 = -0.001" @ 0'--10.0" Allowed = 0.083" 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.8" Allowed = 0.254" 12 -/ MAX TC PANEL TL DEFL = -0.017" @ 1'- 8.4" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.031" @ 3'- 1.4' Allowed = 0.339" 14.00/ MAX HORIZ. LL DEFL = -0.001' @ 2'- 11.2" j) MAX HORIZ. TL DEFL = 0.001" @ 2'- 11.2' NOTE:Design assumes moisture content does not exceed 19'1 at time of manufacture. Design conforms to main windforce-resisting • system and components and cladding criteria. rn o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ci Truss designed for wind loads in the plane of the truss only. CD A- 0 o M-3x4 J' J, y 0-10 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 �c D PROS- '. JOB NAME : POLYGON PLAN 3A NH - J3 Scale: 0.5914 .o +�� s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 `A�.+� I 1.Builder end 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 o,P E, 1 Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibilty of the building designer. 3.Additional temporary bracing to Insure stedlty 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 T o.c.and at 10'o.c.respectively unless braced throughout their length by -, 400, the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 p� ly 9 9 3.2x Impact bridging or lateral bracing required where shown++ h 4SEQ. : 6049780 .No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. srEGoN fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. , 2�\ ±� TRANS I D: 407427 design loads be applied to any component. end are for"dry condition"of use.5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if / 4 �A fabrication,handling,shipment and installation of components. necessary. A,t � '�l `- 7.Design assumes adequate drainage is provided. "t! t+ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center urnished lin int IN��VIII 11111 11111 11111��1111 1��1 MTe SA inlncs/CompuT I,copies of us ISoftwaref 7.6.6(1 L En request. 10.For basicGconnectoroplate design values see ESR-1311,ESR-1988(MiTek) center Ines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -17/ 263V -42/ 108H 5.50" 0.42 KDDF ( 625) 1'- 11.2" -147/ 129V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" 1-11-15 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1' Allowed = 0.166" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed = 0.254' 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 14.00/ MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2° MAX HORIZ. TL DEFL = 0.000' @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. I) Design conforms to main windforce-resisting II system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CD O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. o"._ Eriaimmimmimimmim o o/-- ill. 4 M-3x4 y y ), 0-10 (PROVIDE FULL BEARING:Jts:2.3,41 6-00 OD PR04�s JOB NAME : POLYGON PLAN 3A NH - J2 Scale: 0.6408 ;5 Ii't, 'o WARNINGS: GENERAL NOTES,unless otherwise noted: 41J 4`O11 f t.+ -S7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' T.J2..v®AAA��0 P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2Incorporation of component is the responsibility of the build ng designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2 o.c,and at 10'o.c.respectively unless braced throughout their leng&th by �r . 401101P. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ". iiC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �G (� ta•QN �(/ 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. d (xA. SEQ. : 6049781 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � "7 Q t�. design loads be applied to any component. and are for"dry condition"of use. Q '�4. 2 P TRANS I D: 407427 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 AI fa necessary. �/ `R b I\_\„ "V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R f-t_ 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111111111111111111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 8.Digits ndsize oplate 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 MINIThis 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=(-54) 119 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -121/ 260V -24/ 73H 5.50' 0.42 KDDF ( 625) 0'- 11.2" -51/ 173V 0/ OH 1.50" 0.28 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/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, ICOND. 2: Desian checked for net(-5 psf) uplift at 24 'oc spacin . BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0' Allowed = 0.083" 0-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX TO PANEL LL DEFL = 0.001' @ 0'- 8.1" Allowed = 0.082" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.1" Allowed = 0.093" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339' 14.00/ MAX HORIZ. LL DEFL = -0.001' @ 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. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� 01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �I o load duration factor0.6, r.l. Truss designed for wind loads o in the plane of the truss only. ,- c::,,,-- ,- in rn NH 0 8/- ►� ►�4 s -3x4 y 3, 3' 0-10 IPROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 3A NH - J1 :'1' pR FE6s Scale: 0.7112 \CJ ' E `° WARNINGS: GENERAL NOTES,unless otherwise noted: 4.7 V� r� /t f -� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual l '� 0 PE t` Truss J1 and Warnings before construction commences. building component.Applicability of design parameters and proper -, 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be lateraly braced at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by ,,r' 860110".continuous sheathing such as plywood sheathing(TC)and/or drywal BC). J ` ' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4 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. 7r OREGON �(/ SEQ. : 6049782 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �,,, �-1)' o .. TRANS I D: 407427 design loads be applied to any component. 6.Design assumeand are for s full bearing at all supports shown.Shim or wed / 5.CompuTrus has no control over and assumes no responsibility for the wedge if 0 14 �tf. fabrication,handling,shipment and installation of components. necessary. p,,�F'R I L Y 6.This design is furnished subject to the imitations set forth 7.Designlatesassumes adequateadboth drainagecis grossed. `YI rl 1+' IIIIII VIII IIIA VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on faces of truss,and placed so their center WI/MCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Anes. 9.Digits Incate size of MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design vlate in alues 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-102) 130 7.6=( 0) 18 STAND SPACED 24.0" 0.C. 2-3=(-436) 137 6.8=(-132) 166 6-3=(' 0) 52 BC: 2x4 KDDF 1ANDfl 3.4=(-403) 176 3-8.1.199) 158 WEBS: 2x4 KDDF LOADING 4-5=(-212) 37 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED ERG AREA OVERHANGS: 10.0" 11.9" LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -19/ 272V -131/ 315H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -327/ 512V 0/ OH 1.50" 0.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -8/ 112V 0/ OH 5.50' 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP .' 6-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ 0'--10.0' Allowed = 0,083' T MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" -/ MAX LL DEFL = 0.000' @ 0'- 0.0° Allowed = 0.027' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.038' MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.013" @ 3'- 11.1" Allowed = 0.237' MAX TC PANEL TL DEFL = 0.029" @ 3'- 11.0' Allowed = 0.356° MAX HORIZ. LL DEFL = 0.013" @ 5'- 8.6" 12 MAX HORIZ. TL DEFL = 0.015' @ 5'- 8.6" 14.00712 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting o 0 system and components and cladding criteria. °D Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads iiiiiihh4444 in the plane of the truss only. o All.v. 8 -f o� PSI o M-1.5x4 O ' M-3x4 M73x4 0 M-3x6 y ), 1, 2-03-12 3-08-04 y ), J, y 0-10 2-05-08 4-06-07 , , cv,S 0-11-15 y y 6-11-15 'PROVIDE FULL BEARING:Jts:2,4.81 JOB NAME : POLYGON PLAN 3A NH - CJ7 Scale: 0.3032 5�� D PRS F�6 ' w`1 ` 11 2-7 WARNINGS: GENERAL NOTES,unless otherwise noted: �1: !g2�,t.o r 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 ,I7L and Warnings before construction commences. building component.Applicability of design parameters and proper s Truss: CJ 7Incorporation of component is the responsibility of the building designer. f 2.2x4 compression web bracing must be installed where shown+. 2•Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction y o.c.and al 10'o.c.respectively unless braced throughout their len th by ,,.•'"5 !. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y (� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORECi(�N f.. �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. 7L �1), S EQ. : 6049783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 1, i design loads be applied to any component. and are for"dry condition"bearing of use. , TRANS I D: 407427 5.CompuTrus hes no control over and assumes no responsibility for the 8.Decease assumes full baa ng at all supports shown.Shim or wedge if 1yp4f 11{ 12�t� fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. F n)L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'IIII/WTCA In SCI,copies of whch will be furnished upon MTe USA,lnCS/CompuTrus iSoftware 7.6.6(1 L)-Z request eoint center lines. acoincide indicate with f plate in inches.ptedesign values see ESR-1311,ESR-1985(MiTek) EXPIRES:12/31/2015 IIIIII(IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER2-7=(-123)3 142 47-6c( 0) 18 BC; 2x4 KDDF R1&BTR SPACED 24.0" 0.C. 2-3=( 0) 72 6-8 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 2.3=(-209) 43 6-8=(•158) 182 6-3=( 0) 52 3-4=(-103) 76 3-8=(-218) 189 LOADING 4-5=( 0) 0 IC LATERAL SUPPORT <= 12"OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators; LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 357V -99/ 218H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4'- 11.2" -96/ 158V 0/ OH 1.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICON. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T '( MAX LL DEFL = -0.001' @ 0'-•10.0' Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.008' @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0.294' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6' MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 /' NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. o Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (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. 11 111111111166. 1 o A98 03 in/- �� o M-1.5x4 a. M-3x4 M!3x4 O M-3x6 y 1, I. 2-03-12 3-08-04 ), ), y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts;2,4.81 JOB NAME : POLYGON PLAN 3A NH - CJ6 ��' � PR 04 Scale: 0,3741 °' ! N1f /� WARNINGS: GENERAL NOTES,unless otherwise noted: . uC f t .�y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4' . PE r 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+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure staMGty 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,respectivelyplywood unless braced throughout their length by DATE: 9/4/2014 responsibilitybuilding designer. continuous sheathing such as required sheathing(TC)and/or drywall C. the overall structure Is the of the 3.2x Impact bridging or lateral bracing where shown++ ) n r"t S /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGO 40 E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /.,. �j \1k TRANS I D: 407427 design loads be applied to any component. end are for"dry condition"of use. w 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or edge if / +lF..d 14 2p�1 fabrication,handling,shipment and installation of components. necessary. r1 �F1 1 y L 7.Design assumes adequate drainage is provided.a '�'f 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 I IIIIII VIII IIIA IIII VIII VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center Ines. 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E1111This 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=(-123) 142 6-5=(' 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-209) 43 5.7=(-158) 182 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-103) 76 3.7=(-218) 189 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0' -25/ 357V -98/ 217H 5.50' 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 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 psfl uplift at 24 "oc spacin0.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0' Allowed = 0.083" MAX TLMAELL DEFL = 0.008' @ 2'- 1 X 3.8" Allowed = 0.221' -, MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.294' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.027" (/ MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'• 8.6" 12 14.00/ 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. 0 M-4x6Wind: 140 mph, h=21.5ft, TCDL=4,2,BCDL=6"0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), ui load duration factor=l.6, Truss designed for wind loads 1111111 in the plane of the truss only. o AIN c.o. s_. r/- o �� _ M-3x4 c M-1. 5x4 :/- ,r.=� 6 0 0 M-3x4 M-3x6 2-03-12 3-08-04 1, 1, 1, 1, 0-10 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING:Jts:2,4,71 v5,O PR ope JOB NAME : POLYGON PLAN 3A NH - CJ5 Scale: 0.42,2 ��,�� es ' 11 %9 WARNINGS: GENERAL NOTES,unless otherwise noted: ±9I 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 CJ5 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 temporarybradn to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ' 9 9 2'o.c.and at 10'o.c.respectively unless braced throughout their lenr�th byr�me- 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: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ OREGONf, 4.No load should be appmed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^V SEQ. : 6049785 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon non-corrosive environment, 4 design loads be applied to any component. end are for"dry condition"of use. TRANS I D: 407427 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 �� '(�1p �� es necessary. �"'-r'I r-11�� 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 11110111111111111111 which furnished upon request. 9. MTe USA,Inc./CompuTrus Software 7.6.6L)Z lines of For basic cotectorpledesign values see ESR-1311,ESR-1988(MITek) EXPIRES 12/31/2015 1E111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =I 00 TC: 2x4 ODE @1&BTR LOAD DURATION INCREASE = 1.15 1.2= ( ) ( q ' BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2-3=(-144) 0) 72 6-8= -75 74 6-3= 0) 18 62 (-144) 0 6-8=(-71) 95 =( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 39 3-8=1-113) 85 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 298V -61/ 145H 5.50" 0.48 KDDF 625) -99/ 127V 0/ OH 1.50" 0.16 KDDF 625) Connector plate prefix designators: 2'- 11.2' ( C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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.' 3.11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T '( MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" 5MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.004' @ 2'- 3.8" Allowed = 0.121' MAX TL CREEP DEFL = -0.005' @ 2'- 3.8" Allowed = 0.161' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3' Allowed = 0.199" 14.00 7 MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.8' M-4x6 '/ NOTE:Design assumes moisture content does fi not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting .,t.i ii i s 0•0 0 0 ii 0 I 0 0 0 i i..i... o system and components and cladding criteria. v Wind: 140 mph, h=21ft, 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. 4,„ INN ~ 0 8 2 IIs M-3x6 0 �� o �� m o M-1.5x4 0 =� 7 0 M-3x4 M-3x4 y J' y 2-03-12 3-08-04 ,1 y ,J y 0-10 2-05-08 6-00 3.06-08 'PROVIDE FULL BEARING:Jts:2,4.8I co PRo JOB NAME : POLYGON PLAN 3A NH - CJ4Scale: 0.4823 �J�, (�(N11'yp`9,9 WARNINGS: GENERAL NOTES,unless otherwise noted: �Ct � !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 CC' .920 O P E 1' Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,+�/p 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 F continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: .-9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " OREGON �(/ SEQ. : 6049786 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./ AL. NO,�b 4 TRANS I D: 407427 ,( design loads be applied to any component. and are for"dry condition"of use. h �.4 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes fug bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and Installation of components. necessary. A.��R 1 i y ' 6.This design Is furnished subject to the prnitations set forth7.DesignPlatesassumes locatedadeqonne drainage Is provided.and ��f L4» II VIII VIII VIII 111111111111 IIII III) by 8. es coincidenbewith joint both center faceseof truss, placed so their center TPI/WTCA In BCS(,copies of which will be furnished upon request. lines with Anes. O.MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.FForibasits c connectocate size rplf atetdes de In esign values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1E1111This 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 H1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-55) 74 6.5=( 0) 18 BC: 2x4 KDDF H1&BTA SPACED 24.0" O.C. 2-3=(-144) 0 5.7=(-71) 95 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 39 3-7=(-113) 85 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: 10.0" 0.0" 0'- 0.0' -22/ 298V -60/ 144H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.2" -106/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacino.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10,0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0' Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3,8" Allowed = 0,121" MAX IL CREEP DEFL = -0,005' @ 2'- 3,8" Allowed = 0.161" 12 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.127' 14.00/ M 4x6 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3' Allowed = 0.199" �l MAX HORIZ. LL DEFL = -0.007' @ 5'- 8.6' MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6' �� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14044044004%,_ 0 Design conforms to main windforce-resisting Millikilm- o system and components and cladding criteria. c%) Wind: 140 mph, h=20,4ft, 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. 8� ►% 0 4' A M-3x4 o M-1.5x4 c �� __ o O 0 6 M-3x4 M-3x6 2-03-12 3-08-04 * * * * 0-10 2-05-08 6-00 3-06-08 IPROVIDE FULL BEARING:Jts:2,4,7I CO PROP JOB NAME : POLYGON PLAN 3A NH - CJ3 Scale: 0.5594 ''C. 'J(J�jfr',9E:94>a WARNINGS: GENERAL NOTES,unless otherwise noted: ZLt JCr 'r� "57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual CC' > P E, r and Warnings before construction commences. building component.Applicability of design parameters and proper ,,r' Truss: CJ 3 incorporation of component is the responsibility of the build ng designer. • rrr''', 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at � e 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 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). + 4c. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SEQ. : 6049787 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "�G1k �4/ fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, ,S design loads be applied to any component. end are for"dry condition"of use. �© : 1 4 © 1�,% TRANS I D: 407427 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 h ( ' ry. fabrication,handling,shipment and installation of components. Design ass M"�T RIO- EXPIRES: `��„ g P P 7.Design assumes adequate drainage Is provided. rl Tt 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines with joint center Ines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(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/C -1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-31) 43 6-5=( Q3) 16 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3=(-99) 0 6-7=( 0) 0 5.3=( 0) 53 WEBS: 2x4 KDDF STAND 3.4=(-36) 39 5-8=(-42) 58 3.8=(-60) 44 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 N. (SPECIES) OVERHANGS: 10.0" 0.0" SQ,I0'- 0.0" -23/ 259V -42/ 108H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (P9) 1'- 11.2" -142/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0,0' 0/ 63V 0/ OH 5.50" 0.10 KDDF 625)(or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( M,M20HS,M18HS,M16 = MiTek MT series 1-11-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001' @ 0'--10,0" Allowed = 0.083" 14:007 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.071" -1 MAX LL DEFL = 0.000' @ 5'- 3.5" Allowed = 0.177" MAX TC PANEL TL DEFL = 0,003' @ 0'- 10,4" Allowed = 0.140" M-4x6 MAX BC PANEL TL DEFL = -0.012" @ 3'- 3.6" Allowed = 0,208' MAX HORIZ. LL DEFL = -0.0-0210..:" 02" @ 5'- 3.5" 'mmmmmmmm o MAX HORIZ. TL DEFL = 0.003" @ 5'- 3.5" N NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture, oN Design conforms to main windforce-resisting system and components and cladding criteria: 9� Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �� k o M-1,5x4 Truss designed for wind loads o� in the plane of the truss only. �� 7 0 3x4 mmi M-3x4 M-3x6 1-03-12 3-11-12 0-08-08 0-10 1-05-08 4-06-08 )' 1, I I 2-05-08 1-00 3-06-08 y y 'PROVIDE FULL BEARING:Jts:2,4,8I 6-00 JOB NAME : POLYGON PLAN 3A NH - CJ2Scale: 0.5781 �� >vn PN�FesS/�', WARNINGS: GENERAL NOTES,unless otherwise noted: �/!.! -�7 CJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual IT 92 t P E rTruss: 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 responsibity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ".:, ii" it 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 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 9/4/2014 p N g 3.2x Impact bridging or lateral bracing required where shown++ C o 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. : 6049788 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 3'.?,0 ZQ�1X�( design loads be applied to any component. and are for"dry condition"of use. / '9 TRANS I D: 407427 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 P fabrication,handling,shipment and installation of components. necessary. A eR R If { �j 7.Design assumes adequate drainage is provided. '+� 1l btu" 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 110111 III 1101 VIII VIII Mill III 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 95 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0' O.C. 2.3=(-31) 23 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" -278/ 895V -10/ 55H 5.50" 1.43 KDDF ( 625) 1'- 1.0" -614/ 207V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.021" @ -1'- 8,0" Allowed = 0.167" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0.000' @ 0'- 7.5" Allowed = 0.013" MAX BC PANEL TL DEFL = 0.000' @ 0'- 7.5' Allowed = 0.017' PROVIDE SUPPORT NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 7,00 7. system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.6, rD Truss designed for wind loads f 0 in the plane of the truss only. 0 u; o . :: o 2► 4 M-:x4 1 y y y 1-08 1-01 „vt,0 PRO JOB NAME : POLYGON PLAN 3A NH - Fl Scale: 1.0553 �� f `��C>� WARNINGS: GENERAL NOTES,unless otherwise noted: (,k a(] ®1-f 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 7 and Warnings before construction commences. building component.Applicability of design parameters and proper s Truss: F 1incorporation of component Is the responsibility of the building designer. 2.2u4 compression web bracing must be installed where Shown+, 2.Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary bracing to insure stability during construction2'o.c.end at 10'o.c,respectively unless braced throughout their length by rr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -41 DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lr OREGON 1r v SEQ. : 6049789 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. 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 ere for"dry condition"of use. ��,�} 14 �� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge it t` necessary. �:. .L't 14.� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. fl 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI WfCA In SCSI,copies of which will be furnished upon request. lines coincideintwith jointfaIn nche. 9. ndsize of plateeto 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 4'- 1.3" IBC 2012 MAX MEMBER 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=(-92) .3.1 0) 1142.4=(0) 0 WEBS: 2x4 DF STAND 1 922) 449 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) OVERHANGS: 24.0' 0.0" 1'- 9.2' -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) ' Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Intl uplift at 24 Sc' spacing.' 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" -1 MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007' @ 1'- 5.5" Allowed = 0.370' MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.6" MAX HORIZ. TL DEFL = -0.000" @ 4'- 0.6 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. o Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CV load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o, wimd o -i'mraMIMIIN o,_ 211105+ 1 411111.-=-0111._ M-3x6 1 y y 1, 1-08 2-00 2-01-05 'PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : POLYGON' PLAN 3A NH - SJ 1 �`��''�r'pAAAA11R1 Pfi's r Scale: 0.7432 ‹.. �1Qp �� WARNINGS: GENERAL NOTES,unless otherwise noted: + "�t ! 7, °f l 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ^. •P E r Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectivey unless braced throughout their length)y / DATE: 9/4/2014 responsibility building designer. continuous sheathing such as plywood required where and/or drywall C. the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ • ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 1,, SEQ. : 6049790 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 �lj 2 �� 4\W TRANS I D: 407427 design loads be applied to any component. 6.Design assumand are for es full bearing t all supports 'V �Y 14 Q 5.CompuTrus has no control over and assumes no responsibility for the 9 pports shown.Shim or wedge If V necessary.ignass ��Fiyt.... fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'IIIA VIII HII III I VIII VIII VIII III''IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,InC./ConipuTfl13 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 8'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-161) 92 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 412V -57/ 183H 5.50" 0.66 KDDF ( 625) OVERHANGS: 20.0' 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -102/ 195V 0/ OH 1.50' 0.31 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.017" @ -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 = 0.007' @ 1'- 0.1' Allowed = 0.054" -/ MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001" @ 8'- 0.6" �) MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6" 12 7.0017- notNOTEexxceedn19%sates timelofure content does manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.8, c, Truss designed for wind loads c in the plane of the truss only. in o/- c �� o� o 20=4 4►� M-3x6 1, y 1, y 1-08 2-00 6-01-05 (PROVIDE FULL BEARING:Jts:2.4.31 , c,(} PROFE„s JOB NAME : POLYGON PLAN 3A NH - SJ2 Scale: 0.5170 �5 J��7,,Q� %5 WARNINGS: GENERAL NOTES,unless otherwise noted: /fF-1 c- *`�1-""'. 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual =9 t r E SJ2 end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: $J 2 Incorporation of component Is the responsibility of the building designee .. 2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le h by .+'. r 4°'""1 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON f,, 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 ^Y SEQ. : 6049791 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� ,tr ZQ �` design loads be applied to any component. and are for"dry condition"of use. �} 1 TRANS I D o 407427 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 AA fX necessary. �`'�y r-�.t t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ",l i-1.1 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 1IIIIII VIII 1101 VIII VIII VIII 111111 III(III(III TPI/WTCA In SCSI,copies of which will be furnished upon request. Tingecoindde with jointe center lines. In 9.Digits Indicate size offpctIn Inches. Y 9 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: /2015 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon@ctengineering.com BULLETIN Date: April 6,2016 Number:CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23—Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the 'River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. PR 4, \AGINF e W ` ` �J �REGOlk kr...)" � �' 22,�0' <c/ ,0 '14 T. GR�F 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6.2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshauq Milbrandt Architects Alexia Fukui Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT LOT 23 PATIO COVER The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber& Truss Co.. Pages or sheets covered by this seal: K1815510 thru K1815511 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P co44. EF,9`SAO Q 89200PE -9r 4,OREGON 43 /O 41 -41' 14 -�- Zp�gP March 16,2016 Baxter,David 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. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-224) 1074 6-3=( 0) 293 BC: 2x9 KDDF#15BTR SPACED 24.0" O.C. 2-3=(-1163) 158 6-7=(-230) 1066 3-7=(-1131) 205 3-4=( -82) 74 7-9=( -185) 104 WEBS: 2x9 ROOF STAND LOADING 4-5=( -9) 2 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.5" LL = 25 PSF Ground Snow (Pg) 2'- 0.0" --74/ 583V -40/ 12 H 5.50" 0.93 KDDF ( 62 ) O 12'- 10.0" -74/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1`- 0.0" Allowed = 0.133" MAX LL DEFL = -0.034" @ 6'- 11.5" Allowed = 0.596" MAX TL CREEP DEFL = -0.075" @ 6'- 11.5" Allowed = 0.794" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.017" MAX HORIZ. LL DEFL = 0.009" @ 12'- 4.5" MAX HORIZ. TL DEFL = 0.016" @ 12'- 4.5" 7-01-04 5-08-12 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 12 Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3.00 - M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 -, load duration factor=1.6, End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. M-3x4 3 oo etI of M 2 1 00 0 immimL M 6 o WOGA o M-3x4 M-1.5x3 M-3x4 y y l 6-11-08 5-10-08 J. 1-00 y 12-10 0-011-08 ��e4 NGPNE ,,.,,I, I . -. 89200PE , JOB NAME : NRT LOT 23 PATIO COVER - P2 Scale: 0.4073 , 41.' :.... WARNINGS: GENERAL NOTES, unless otherwise noted: sr/ �C3REGON ir I Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual J 4 T ru S S: P2 and Wamlngs before conetmedon commences. building component.Applicability of design parameters and proper 4." L,. n R ��`` 2.2e4 compression web bracing must be instated Where shown*. incorporation of component Is the responsibility of the building tlealgnar. </`t. / 14 . 3.Atldiconal temporary bncsq to Insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at S✓ Is the responsibility of the erector.Additional permanent bracing( T o.c.and at 1 tl o.c.000h a plyely unless braced throughout their length by `� g o continuous sheathing such as plywood sheambg(TC)and/or drywan(BC). fiR..I.r - DATE: 3/16/2016 the overall structure A the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown** SEQ.: K18 15 510 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.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. TRANS ID' LINK 8.Design assumes full beading at all supports shown.shim or wedge if EXPIRES' 12/31/2017 8.ComWTrus has no control over and assumes no responsibility far the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 16,2016 8.The design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPVWICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Doss indicate size of plate in Inches. MITek USA,Inc./CompoTrus Software 7.6.7(1 L}E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ` LUMBER SPECIFICATIONS TRUSS SPAN 12'- 10.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-229) 1074 6-3=( 0) 293 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1163) 158 6-7=(-230) 1066 3-7=(-1131) 205 WEBS: 2x4 KDDF STAND LOADING 3-9=( -82) 74 7-4=( -185) 104 TC LATERAL SUPPORT <= 12"OC. UON. 4-5=( -9) 2 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 1.5" TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -105/ 707V -42/ 125H 5.50" 1.13 KDDF ( 625) 12'- 10.0" -74/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. Design checked for net(-5 psf) uplift at 24 "oc spacing. 2p g, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.034" @ 6'- 11.5" Allowed = 0.596" MAX TL CREEP DEFL = -0.075" @ 6'- 11.5" Allowed = 0.794" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.017" MAX HORIZ. LL DEFL = 0.009" @ 12'- 4.5" MAX HORIZ. TL DEFL = 0.016" @ 12'- 4.5" 7-01-04 5-08-12 f T 12 Design conforms to main windforce-resisting 3.00 ' system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x5 4 5 --r End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 M-1.5x4 = in the plane of the truss only. M-3x4 I M-3x5 3 I Truss designed for 9x2 outlookers. 2x9 let-ins io of the same size and grade as structural top eo chord. Insure tight fit at each end of let-in. 010,0 7115 - ,o Outlookers must be cut with care and are M-1.5x9 .7 permissible at inlet board areas only. rn M-3x5 [ 1 Gila 0 'a i M/ 6 -/ M-3x9 M-3x4 M-1.5x3 7 1 y 6-11-08 k s-10-08 y 1-00 y 12-10 0-01-08 5d FROFes, c�5 NGiNE�c6) .1, :9200P r. JOB NAME : NRT LOT 23 PATIO COVER - P1 Scale: 0.3948 - (01.17. : /� WARNINGS: GENERAL NOTES, unless otherwise noted d „Cr- 1. Truss: P 1 Builder and erection contractor should be advised of all General Notes I.This design s based only upon the parameters shown and Is for an individual •37 OREGON©N w� �`7 I and warnings before construction commences building componentApplicability of design parameters and proper r� .0), A, �/ 2.2x4 compression web bracbg must be Instated where shown 0. Incorporation of component Is the responsibility of the building designer. t' �y 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords to be pterelty braced et /�- / 1A VS��"k^ re the responsiblley of the erector.Additional permanent bracing o/ 7 c.c.and at 70 o.c,respectively unless braced throughout their length by ^A �]i` DATE: 3/16/2016 the overall structure b the responsibility of the building designer. continuousImpactedging or such l b plywood required (e showno0 dryweg(SC). ..."% �I I t�L SEQ.: K18155114.In2. of Bus ortherelprectngregwreewhereca•to 4.No ene should be applied to any component until load all bracing and 4.Design as of trues s the re tonsi use or the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.mc eDesmwassumes full bearing at all supports shown.Shim or wedge If EXPIRES:. 12/3'I 120'17 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design ie furnished subject to the limitations set forth by 6.Plates shall be located on both feces of truss,and placed so their center Ma rah 16,2016 TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.8.7(1 L)-E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-I311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 Centerplate on unless x,y " 6-4-8 dimensions shown in ft-in-sixteenths 1 /4jointI I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. lliqk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" LlipiIir ilb4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I � .. bracing should be considered. O 0_' = O 3. Never exceed the design loading shown and never i_� U FAI U stack materials on inadequately braced trusses. o_ O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locateNIMWMMINIMIEMMIMEMI. P_ designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-'na from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camberfor dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. 1 ® ( number where bearings occur. f ` Min size shown is for crushing only. Ell MO 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. Pi eBCSI: Building Component Safety Information, � e 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